Guidelines for Seismic Design of Liquid Storage Tanks

IITK-GSDMA GUIDELINES for SEISMIC DESIGN OF LIQUID STORAGE TANKS Provisions with Commentary and Explanatory Examples

Indian Institute of Technology Kanpur

Gujarat State Disaster Management Authority

October 2007

NATIONAL INFORMATION CENTER OF EARTHQUAKE ENGINEERING

Other IITK-GSDMA Guidelines Available from NICEE :

• IITK-GSDMA Guidelines for Seismic Design of Buried Pipelines

• IITK-GSDMA Guidelines for Structural Use of Reinforced Masonry

• IITK-GSDMA Guidelines for Seismic Design of Earth Dams and Embankments

• IITK-GSDMA Guidelines for Seismic Evaluation and Strengthening of Existing Buildings

• IITK-GSDMA Guidelines on measures to Mitigate Effects of Terrorist Attacks on Buildings

Please see back cover for current list of NICEE publications available for distribution.

IITK-GSDMA GUIDELINES for SEISMIC DESIGN OF LIQUID STORAGE TANKS Provisions with Commentary

Prepared by: Indian Institute of Technology Kanpur Kanpur

With Funding by: Gujarat State Disaster Management Authority Gandhinagar

October 2007

NATIONAL INFORMATION CENTER OF EARTHQUAKE ENGINEERING Indian Institute of Technology Kanpur, Kanpur (India)

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The material presented in this document is to help educate engineers/designers on the subject. This document has been prepared in accordance with generally recognized engineering principles and practices. While developing this material, many international codes, standards and guidelines have been referred. This document is intended for the use by individuals who are competent to evaluate the significance and limitations of its content and who will accept responsibility for the application of the material it contains. The authors, publisher and sponsors will not be responsible for any direct, accidental or consequential damages arising from the use of material content in this document.

Preparation of this document was supported by the Gujarat State Disaster Management Authority (GSDMA), Gandhinagar, through a project at Indian Institute of Technology Kanpur, using World Bank finances. The views and opinions expressed in this document are those of the authors and not necessarily of the GSDMA, the World Bank, or IIT Kanpur.

The material presented in these guidelines cannot be reproduced without written permission, for which please contact NICEE Coordinator.

Published by:

Coordinator National Information Center of Earthquake Engineering Indian Institute of Technology Kanpur Kanpur 208 016 (India) Email: [email protected] Website: www.nicee.org ISBN 81-904190-4-8

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Participants

Prepared by: Sudhir K. Jain, Indian Institute of Technology Kanpur O R Jaiswal, Visvesvaraya National Institute of Technology, Nagpur

Reviewed by: P K Malhotra, FM Global, USA

L K Jain, Structural Consultant, Nagpur

Additional review comments by: A R Chandrasekaran, Hyderabad K K Khurana, IIT Roorkee Rushikesh Trivedi, VMS Consultants, Ahmedabad

GSDMA Review Committee: V. Thiruppugazh, GSDMA, Gandhinagar Principal Secretary, UDD, Gandhinagar

Sr. Town Planner, Gandhinagar Secretary, Roads and Buildings, Gandhinagar

A. S. Arya, Ministry of Home Affairs, New Delhi Alpa Sheth, Vakil Mehta Sheth Consulting Engineers, Mumbai

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FOREWORD The earthquake of 26 January 2001 in Gujarat was unprecedented not only for the state of

Gujarat but for the entire country in terms of the damages and the casualties. As the state

came out of the shock, literally and otherwise, the public learnt for the first time that the

scale of disaster could have been far lower had the constructions in the region complied

with the codes of practice for earthquake prone regions. Naturally, as Gujarat began to

rebuild the houses, infrastructure and the lives of the affected people, it gave due priority

to the issues of code compliance for new constructions.

Seismic activity prone countries across the world rely on “codes of practice” to mandate

that all constructions fulfill at least a minimum level of safety requirements against future

earthquakes. As the subject of earthquake engineering has evolved over the years, the

codes have continued to grow more sophisticated. It was soon realized in Gujarat that for

proper understanding and implementation, the codes must be supported with

commentaries and explanatory handbooks. This will help the practicing engineers

understand the background of the codal provisions and ensure correct interpretation and

implementation. Considering that such commentaries and handbooks were missing for

the Indian codes, GSDMA decided to take this up as a priority item and awarded a

project to the Indian Institute of Technology Kanpur for the same. The project also

included work on codes for wind loads (including cyclones), fires and terrorism

considering importance of these hazards. Also, wherever necessary, substantial work was

undertaken to develop drafts for revision of codes, and for development of entirely new

draft codes. The entire project is described elsewhere in detail.

The Gujarat State Disaster Management Authority Gandhinagar and the Indian Institute

of Technology Kanpur are happy to present the IITK-GSDMA Guidelines on Seismic Design

of Liquid Storage Tanks to the professional engineering and architectural community in the

country. It is hoped that the document will be useful in developing a better

understanding of the design methodologies for earthquake-resistant structures, and in

improving our codes of practice.

GSDMA, Gandhinagar IIT Kanpur

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PREFACE

Liquid storage tanks are commonly used in industries for storing chemicals, petroleum products, etc. and for storing water in public water distribution systems. Importance of ensuring safety of such tanks against seismic loads cannot be overemphasized.

Indian seismic code IS 1893:1984 had some very limited provisions on seismic design of elevated tanks. Compared to present international practice, those provisions of IS 1893:1984 are highly inadequate. Moreover, the code did not cover ground-supported tanks. In 2002, revised Part 1 of IS 1893 has been brought out by the Bureau of Indian Standards (BIS). The other parts, one of which will contain provisions for liquid storage tanks, are yet to be brought out by the BIS.

In the above scenario, to assist the designers for seismic design of liquid storage tanks, it was decided to develop the present document under the project “Review of Building Codes and Preparation of Commentary and Handbooks” assigned by the Gujarat State Disaster Management Authority, Gandhinagar to the Indian Institute of Technology Kanpur in 2003. The provisions included herein are in line with the general provisions of IS1893 (Part 1): 2002 and hence should pose no difficulty to the designers in implementation. To facilitate understanding of the provisions, clause-by-clause commentary is also provided. Further, six explanatory solved examples are provided based on the provisions of these Guidelines.

This document was developed by a team consisting of Professor Sudhir K Jain (Indian Institute of Technology Kanpur) and Professor O R Jaiswal (Visvesvaraya National Institute of Technology, Nagpur). Dr P K Malhotra (FM Global, USA) and Sri L K Jain, (Structural Consultant, Nagpur) reviewed several versions of this document and provided valuable suggestions to improve the same. The document was also placed on the web site of National Information Centre of Earthquake Engineering (www.nicee.org) for comments by the interested professionals and some useful suggestions were provided by Professor A R Chandrasekaran (Hyderabad), Prof K K Khurana (IIT Roorkee), and Sri Rushikesh Trivedi (VMS Consultants, Ahmedabad). Sri Amit Sondeshkar and Ms Shraddha Kulkarni, Technical Assistants at VNIT Nagpur, assisted in development of the solved examples and various graphs and figures of this document.

It is hoped that the designers of liquid retaining tanks will find the document useful. All suggestions and comments are welcome and should be sent to Professor Sudhir K Jain, Department of Civil Engineering, Indian Institute of Technology Kanpur, Kanpur 208 016, e-mail: [email protected]

SUDHIR K. JAIN

INDIAN INSTITUTE OF TECHNOLOGY KANPUR OCTOBER 2007

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CONTENTS

PART 1: Provisions and Commentary

0. – INTRODUCTION..................................................................................................................................... 1 1. – SCOPE........................................................................................................................................................ 6 2. – REFERENCES.......................................................................................................................................... 7 3. – SYMBOLS ................................................................................................................................................. 8 4. – PROVISIONS FOR SEISMIC DESIGN.............................................................................................. 12

4.1 – GENERAL.............................................................................................................................................. 12 4.2 – SPRING MASS MODEL FOR SEISMIC ANALYSIS ................................................................................... 12

4.2.1 – Ground Supported Tank .............................................................................................................. 13 4.2.2 – Elevated Tank............................................................................................................................... 19

4.3 – TIME PERIOD ........................................................................................................................................ 22 4.3.1 – Impulsive Mode............................................................................................................................ 22 4.3.2 – Convective Mode.......................................................................................................................... 26

4.4 – DAMPING.............................................................................................................................................. 28 4.5 – DESIGN HORIZONTAL SEISMIC COEFFICIENT ...................................................................................... 28 4.6 – BASE SHEAR......................................................................................................................................... 34

4.6.1 – Ground Supported Tank .............................................................................................................. 34 4.6.2 – Elevated Tank............................................................................................................................... 34

4.7 – BASE MOMENT..................................................................................................................................... 35 4.7.1 – Ground Supported Tank .............................................................................................................. 35 4.7.2 – Elevated Tank............................................................................................................................... 36

4.8 – DIRECTION OF SEISMIC FORCE............................................................................................................. 37 4.9 – HYDRODYNAMIC PRESSURE ................................................................................................................ 40

4.9.1 – Impulsive Hydrodynamic Pressure.............................................................................................. 40 4.9.2 – Convective Hydrodynamic Pressure ........................................................................................... 41 4.9.5 – Pressure Due to Wall Inertia....................................................................................................... 43

4.10 – EFFECT OF VERTICAL GROUND ACCELERATION ............................................................................... 49 4.11 – SLOSHING WAVE HEIGHT .................................................................................................................. 50 4.12 – ANCHORAGE REQUIREMENT.............................................................................................................. 50 4.13 – MISCELLANEOUS................................................................................................................................ 51

4.13.1 – Piping ......................................................................................................................................... 51 4.13.2 – Buckling of Shell ........................................................................................................................ 51 4.13.3 – Buried Tanks .............................................................................................................................. 51 4.13.4 – Shear Transfer ........................................................................................................................... 52 4.13.5 – P- Delta Effect............................................................................................................................ 52

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CONTENTS

PART 2: Explanatory Examples for

Seismic Design of Liquid Storage Tanks

Ex. No. Type of Tank

Capacity

(m3)

Description Page No.

1. Elevated Water Tank Supported on 4 Column Staging

50 Staging consists of 4 RC columns; Staging height is 14 m with 4 brace levels; Container is circular in shape, Seismic zone II and soft soil strata.

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2. Elevated Water Tank Supported on 6 Column Staging

250 Staging consists of 6 RC columns; Staging height is 16.3 m with 3 brace levels; Container is of intze type, Seismic zone IV and hard soil strata.

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3. Elevated Water Tank Supported on RC Shaft

250 Staging consists of hollow RC shaft of diameter 6.28 m; Shaft height is 16.4 m above ground level; Container is of intze type, Seismic zone IV and hard soil strata

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4. Ground Supported

Circular Steel Tank

1,000 Steel tank of diameter 12 m and height 10.5 m is resting on ground; Seismic zone V and hard soil strata.

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5. Ground Supported Circular Concrete Tank

1,000 Concrete tank of diameter 14 m and height 7 m is resting on ground; Seismic zone IV and soft soil strata

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6. Ground Supported Rectangular Concrete Tank

1,000 Rectangular concrete tank with plan dimension 20 x 10 m and height of 5.3 m is resting on ground; Seismic zone V and hard soil strata

84

IITK-GSDMA GUIDELINES for SEISMIC DESIGN of LIQUID STORAGE TANKS Provisions with Commentary and Explanatory Examples

PART 1: PROVISIONS AND COMMENTARY

IITK-GSDMA Guidelines for seismic design of liquid storage tanks

Page 1

PROVISIONS COMMENTARY

0. – Introduction

0.1 – In the fifth revision IS 1893 has been split into following five parts:

Part 1: General provisions and buildings

Part 2: Liquid retaining tanks

Part 3: Bridges and retaining walls

Part 4: Industrial structures including stack like structures

Part 5: Dams and embankments

Among these only Part 1, which deals with General Provisions and Buildings has been published by Bureau of Indian Standards. Thus, for design of structures other than buildings, designer has to refer the provisions of previous version of IS 1893 i.e., IS 1893:1984. For seismic design of liquid storage tanks, IS 1893:1984 has very limited provisions. These provisions are only for elevated tanks and ground supported tanks are not considered. Even for elevated tanks, effect of sloshing mode of vibration is not included in IS 1893:1984. Moreover, compared with present international practice for seismic design of tanks, there are many limitations in the provisions of IS 1893:1984, some of which have been discussed by Jain and Medhekar (1993, 1994). Thus, one finds that at present in India there is no proper Code/Standard for seismic design of liquid storage tanks.

In view of non-availability of a proper IS code/standard on seismic design of tanks, present Guidelines is prepared to help designers for seismic design of liquid storage tanks. This Guidelines is written in a format very similar to that of IS code and in future, BIS may as well consider adopting it as IS 1893 (Part 2). Moreover, to be consistent with the present international practice of code writing, a commentary, explaining the rationale behind a particular clause, is also


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provided, wherever necessary. Part 1 of this document contains Guidelines and Commentary. In order to explain the use of this Guidelines, in Part 2, six explanatory examples solved using this Guidelines have been given. These examples include various types of elevated and ground supported tanks. These examples are aimed at explaining use of various clauses given in Guidelines and they may not necessarily cover all the aspects involved in the design of tanks

0.2 – This Guidelines contains provisions on liquid retaining tanks. Unless otherwise stated, this guideline shall be read necessarily in conjunction with IS: 1893 (Part 1): 2002.

0.3 – As compared to provisions of IS 1893:1984, in this Guidelines following important provisions and changes have been incorporated:

a) Analysis of ground supported tanks is included.

b) For elevated tanks, the single degree of freedom idealization of tank is done away with; instead a two-degree of freedom idealization is used for analysis.

c) Bracing beam flexibility is explicitly included in the calculation of lateral stiffness of tank staging.

d) The effect of convective hydrodynamic pressure is included in the analysis.

e) The distribution of impulsive and convective hydrodynamic pressure is represented graphically for convenience in analysis; a simplified hydrodynamic pressure distribution is also suggested for stress analysis of the tank wall.

f) Effect of vertical ground acceleration on hydrodynamic pressure is considered.


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0.4 – In the formulation of this Guidelines, assistance has been derived from the following publications:

1. ACI 350.3, 2001, “Seismic design of liquid containing concrete structures”, American Concrete Institute, Farmington Hill, MI, USA.

2. Eurocode 8, 1998, “Design provisions for earthquake resistance of structures, Part 1- General rules and Part 4 – Silos, tanks and pipelines”, European Committee for Standardization, Brussels.

3. Housner, G. W., 1963a, “Dynamic analysis of fluids in containers subjected to acceleration”, Nuclear Reactors and Earthquakes, Report No. TID 7024, U. S. Atomic Energy Commission, Washington D.C.

4. Housner, G. W., 1963b, “The dynamic behavior of water tanks”, Bulletin of Seismological Society of America, Vol. 53, No. 2, 381-387.

5. Jain, S. K. and Medhekar, M. S., 1993, “Proposed provisions for aseismic design of liquid storage tanks: Part I – Codal provisions”, Journal of Structural Engineering, Vol. 20, No. 3, 119-128.

6. Jain, S. K. and Medhekar, M. S., 1994, “Proposed provisions for aseismic design of liquid storage tanks: Part II – Commentary and examples”, Journal of Structural Engineering, Vol. 20, No. 4, 167-175.

7. Jaiswal, O. R. Rai, D. C. and Jain, S.K., 2004a, “Codal provisions on design seismic forces for liquid storage tanks: a review”, Report No. IITK-GSDMA-EQ-01-V1.0, Indian Institute of Technology, Kanpur.

8. Jaiswal, O. R., Rai, D. C. and Jain, S.K., 2004b, “Codal provisions on seismic analysis of liquid storage tanks: a review” Report No. IITK-GSDMA-EQ-04-V1.0, Indian Institute of Technology, Kanpur.

9. Priestley, M. J. N., et al., 1986, “Seismic design of storage tanks”, Recommendations of a study group of the New Zealand National Society for


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Earthquake Engineering.

10. Veletsos, A. S., 1984, “Seismic response and design of liquid storage tanks”, Guidelines for the seismic design of oil and gas pipeline systems, Technical Council on Lifeline Earthquake Engineering, ASCE, N.Y., 255-370, 443-461.

0.5 – In the formulation of this Guidelines due weightage has been given to international coordination among the standards and practices prevailing in different countries in addition to relating it to the practices in this country.

C0.5 – Following are some of the international standards and codes of practices which deal with seismic analysis of liquid storage tanks:

1. ACI 350.3, 2001, “Seismic design of liquid containing concrete structures”, American Concrete Institute, Farmington Hill, MI, USA.

2. ACI 371-98 , 1998, “ Guide for the analysis, design , and construction of concrete-pedestal water Towers”, American Concrete Institute, Farmington Hill, MI, USA.

3. API 650, 1998, “Welded storage tanks for oil storage”, American Petroleum Institute, Washington D. C., USA.

4. AWWA D-100, 1996, “Welded steel tanks for water storage”, American Water Works Association, Colorado, USA.

5. AWWA D-103, 1997, “Factory-coated bolted steel tanks for water storage”, American Water Works Association, Colorado, USA.

6. AWWA D-110, 1995, “Wire- and strand-wound circular, prestressed concrete water tanks”, American Water Works Association, Colorado, USA.

7. AWWA D-115, 1995, “Circular prestressed concrete water tanks with circumferential tendons”, American Water Works Association, Colorado, USA.

8. Eurocode 8, 1998, “Design provisions for earthquake resistance of structures, Part 1- General rules and Part 4 – Silos, tanks and pipelines”, European committee for Standardization, Brussels.

9. FEMA 368, 2000, “NEHRP recommended provisions for seismic regulations for new buildings and other structures”, Building Seismic Safety Council, National Institute of Building Sciences, USA.


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10. IBC 2000, International Building Code International Code Council, Falls Church, Virginia, USA.

11. NZS 3106, 1986, “Code of practice for concrete structures for the storage of liquids”, Standards Association of New Zealand, Wellington.

12. Priestley, M J N, et al., 1986, “Seismic design of storage tanks”, Recommendations of a study group of the New Zealand National Society for Earthquake Engineering.

0.6 – In the preparation of this Guidelines considerable help has been given by the Indian Institute of Technology Kanpur, Visvesvaraya National Institute of Technology, Nagpur and several other organizations. In particular, the draft was developed through the project entitled Review of Building Codes and Preparation of Commentary and Handbooks awarded to IIT Kanpur by the Gujarat State Disaster Management Authority (GSDMA), Gandhinagar through World Bank finances.

0.7 – For the purpose of deciding whether a particular requirement of this Guidelines is complied with, the final value observed or calculated expressing the result of a test or analysis, shall be round off in the accordance with IS: 2-1960. The number of significant places retained in the rounded value should be the same as that of the specified value in this Guidelines.

0.8 – The units used with the items covered by the symbols shall be consistent throughout this Guidelines, unless specifically noted otherwise.


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1. – Scope C1. – Scope

1.1 – This Guidelines covers ground supported liquid retaining tanks and elevated tanks supported on staging. Guidance is also provided on seismic design of buried tanks.

C1.1 – This Guidelines describes procedure for analysis of liquid containing ground supported and elevated tanks subjected to seismic base excitation. The procedure considers forces induced due to acceleration of tank structure and hydrodynamic forces due to acceleration of liquid.


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2. – References The following Indian Standards are necessary adjuncts to this Guidelines:

IS No. Title

456: 2000

Code of Practice for plain and Reinforced Concrete

1893 (Part 1): 2002

Criteria for Earthquake Resistant Design of Structures, Part 1 : General Provisions and Buildings

3370: 1967

Code of Practice for Concrete Structures for the Storage of Liquids

4326: 1993

Code of practice for Earthquake Resistant Design and Construction of Buildings

11682: 1985

Criteria for Design of RCC Staging for Overhead Water Tanks

13920: 1993

Ductile detailing of reinforced concrete structures subjected to seismic forces – Code of practice

C2.– References


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3. – Symbols The symbols and notations given below apply to the provisions of this Guidelines:

hA

Design horizontal seismic coefficient

( )chA Design horizontal seismic coefficient for convective mode

( )ihA Design horizontal seismic coefficient for impulsive mode

vA Design vertical seismic coefficient

B Inside width of rectangular tank perpendicular to the direction of seismic force

cC Coefficient of time period for convective mode

iC

Coefficient of time period for impulsive mode

d Deflection of wall of rectangular tank, on the vertical center line at a height h when loaded by a uniformly distributed pressure q, in the direction of seismic force

maxd

Maximum sloshing wave height

D Inner diameter of circular tank

E Modulus of elasticity of tank wall

xEL Response quantity due to earthquake load applied in x-direction

yEL Response quantity due to earthquake load applied in y-direction

g Acceleration due to gravity

h Maximum depth of liquid

h Height of combined center of gravity of half impulsive mass of

C3. – Symbols

ai, bi Values of equivalent linear impulsive

pressure on wall at y = 0 and y = h

ac, bc Values of equivalent linear convective pressure on wall at y = 0 and y = h

Refer Figure C-3

Refer Figure C-2

F Dynamic earth pressure at rest

Refer Figure C-2 and Clause 4.3.1.2


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liquid (mi / 2) and mass of one wall ( wm )

ch Height of convective mass above bottom of tank wall ( without considering base pressure )

ih Height of impulsive mass above bottom of tank wall ( without considering base pressure)

sh Structural height of staging, measured from top of foundation to the bottom of container wall

th Height of center of gravity of roof mass above bottom of tank wall

wh Height of center of gravity of wall mass above bottom of tank wall

∗ch Height of convective mass above

bottom of tank wall (considering base pressure)

∗ih Height of impulsive mass above

bottom of tank wall (considering base pressure)

cgh

Height of center of gravity of the empty container of elevated tank, measured from base of staging

I Importance factor given in Table 1 of this code

cK Spring stiffness of convective mode

sK Lateral stiffness of elevated tank staging

,l Length of a strip at the base of circular tank, along the direction of seismic force

L Inside length of rectangular tank parallel to the direction of seismic force

m Total mass of liquid in tank

bm Mass of base slab / plate

cm Convective mass of liquid

im Impulsive mass of liquid

ch , ih , ∗ch , ∗

ih are described in Figure C-1a to 1d

wI Moment of inertia of a strip of unit width of rectangular tank wall for out of plane bending; Refer Clause 4.3.1.2

kh Dynamic coefficient of earth pressure

Refer Figure 8a

Refer Figure C-3

In SI unit, mass is to be specified in kg, while the weight is in Newton (N). Weight (W) is equal to mass (m) times acceleration due to gravity (g). This implies that a weight of 9.81 N has a mass of 1 kg.


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sm

Mass of empty container of elevated tank and one-third mass of staging

tm Mass of roof slab

wm Mass of tank wall

wm Mass of one wall of rectangular tank perpendicular to the direction of loading

M Total bending moment at the bottom of tank wall

M* Total overturning moment at base

cM Bending moment in convective mode at the bottom of tank wall

*cM Overturning moment in convective

mode at the base

iM

Bending moment in impulsive mode at the bottom of tank wall

*iM Overturning moment in impulsive

mode at the base p Maximum hydrodynamic pressure

on wall

cbp Convective hydrodynamic pressure on tank base

cwp Convective hydrodynamic pressure on tank wall

ibp Impulsive hydrodynamic pressure on tank base

iwp Impulsive hydrodynamic pressure on tank wall

vp Hydrodynamic pressure on tank wall due to vertical ground acceleration

wwp Pressure on wall due to its inertia

q Uniformly distributed pressure on one wall of rectangular tank in the direction of ground motion

cbQ Coefficient of convective pressure on tank base

cwQ Coefficient of convective pressure

Refer Clause 4.2.2.3

Refer Clause 4.3.1.2

Refer Clause 4.10.2

Refer Clause 4.9.2

Refer Clause 4.9.2

Refer Clause 4.3.1.2 and Figure C-2

qi Impulsive hydrodynamic force per unit length of wall

qc Convective hydrodynamic force per unit length of wall


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on tank wall

ibQ Coefficient of impulsive pressure on tank base

iwQ Coefficient of impulsive pressure on tank wall

R Response reduction factor given in Table 2 of this code

( )gSa

Average response acceleration coefficient as per IS 1893 (Part 1): 2002 and Clause 4.5 of this code

t Thickness of tank wall

bt Thickness of base slab

cT Time period of convective mode (in seconds)

iT Time period of impulsive mode ( in seconds)

V Total base shear

cV Base shear in convective mode

iV Base shear in impulsive mode

x Horizontal distance in the direction of seismic force, of a point on base slab from the reference axis at the center of tank

y Vertical distance of a point on tank wall from the bottom of tank wall

Z Seismic zone factor as per Table 2 of IS 1893 (Part 1): 2002

ρ Mass density of liquid

wρ Mass density of tank wall

φ Circumferential angle as described in Figure 8a

T Time period in seconds

'V Design base shear at the bottom of base slab/plate of ground supported tank

Refer Figure 8a

Refer Figure 8a

γs Density of soil

μc Convective bending moment coefficient

μi Impulsive bending moment coefficient

In SI Units, mass density will be in kg/m3, while weight density will be in Newton N/m3

Δ Deflection of center of gravity of tank when a lateral force of magnitude (ms+mi)g is applied at the center of gravity of tank


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4. – Provisions for Seismic Design

C4.– Provisions for Seismic Design

4.1 - General Hydrodynamic forces exerted by liquid on tank wall shall be considered in the analysis in addition to hydrostatic forces. These hydrodynamic forces are evaluated with the help of spring mass model of tanks.

C4.1 – Dynamic analysis of liquid containing tank is a complex problem involving fluid-structure interaction. Based on numerous analytical, numerical, and experimental studies, simple spring mass models of tank-liquid system have been developed to evaluate hydrodynamic forces.

4.2 - Spring Mass Model for Seismic Analysis

When a tank containing liquid vibrates, the liquid exerts impulsive and convective hydrodynamic pressure on the tank wall and the tank base in addition to the hydrostatic pressure. In order to include the effect of hydrodynamic pressure in the analysis, tank can be idealized by an equivalent spring mass model, which includes the effect of tank wall – liquid interaction. The parameters of this model depend on geometry of the tank and its flexibility.

C4.2 – Spring Mass Model for Seismic Analysis

When a tank containing liquid with a free surface is subjected to horizontal earthquake ground motion, tank wall and liquid are subjected to horizontal acceleration. The liquid in the lower region of tank behaves like a mass that is rigidly connected to tank wall. This mass is termed as impulsive liquid mass which accelerates along with the wall and induces impulsive hydrodynamic pressure on tank wall and similarly on base. Liquid mass in the upper region of tank undergoes sloshing motion. This mass is termed as convective liquid mass and it exerts convective hydrodynamic pressure on tank wall and base. Thus, total liquid mass gets divided into two parts, i.e., impulsive mass and convective mass. In spring mass model of tank-liquid system, these two liquid masses are to be suitably represented.

A qualitative description of impulsive and convective hydrodynamic pressure distribution on tank wall and base is given in Figure C-1.

Sometimes, vertical columns and shaft are present inside the tank. These elements cause obstruction to sloshing motion of liquid. In the presence of such obstructions, impulsive and convective pressure distributions are likely to change. At present, no study is available to quantify effect of such obstructions on impulsive and convective pressures. However, it is reasonable to expect that due to presence of such obstructions, impulsive pressure will increase and connective pressure will decrease.


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4.2.1 – Ground Supported Tank C4.2.1 – Ground Supported Tank

4.2.1.1 –

Ground supported tanks can be idealized as spring-mass model shown in Figure 1. The impulsive mass of liquid, mi is rigidly attached to tank wall at height ih (or hi

* ). Similarly, convective mass, cm is attached to the tank wall at height ch (or hc

*) by a spring of stiffness cK .

C4.2.1.1 – The spring mass model for ground supported tank is based on work of Housner (1963a).

In the spring mass model of tank, hi is the height at which the resultant of impulsive hydrodynamic pressure on wall is located from the bottom of tank wall. On the other hand, hi

* is the height at which the resultant of impulsive pressure on wall and base is located from the bottom of tank wall. Thus, if effect of base pressure is not considered, impulsive mass of liquid, mi will act at a height of hi and if effect of base pressure is considered, mi will act at hi

*. Heights hi and hi*, are schematically

described in Figures C-1a and C-1b.

Similarly, hc, is the height at which resultant of convective pressure on wall is located from the bottom of tank wall, while, hc

* is the height at which resultant of convective pressure on wall and base is located. Heights hc and hc

* are described in Figures C-1c and C-1d .

Figure C-1 Qualitative description of hydrodynamic pressure distribution on tank wall and base

Resultant of impulsive pressure on wall

hi

(a) Impulsive pressure on wall

Resultant of impulsive pressure on wall and base

hi*

(b) Impulsive pressure on wall and base

Resultant of convective pressure on wall

hc

(c) Convective pressure on wall

Resultant of convective pressure on wall and base

hc*

(d) Convective pressure on wall and base


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4.2.1.2 – Circular and Rectangular Tank

For circular tanks, parameters im , cm , ih , ∗ih ,

ch , ∗ch and cK shall be obtained from Figure

2 and for rectangular tanks these parameters shall be obtained from Figure 3. ih and ch

account for hydrodynamic pressure on the tank wall only. ∗

ih and ∗ch account for

hydrodynamic pressure on tank wall and the tank base. Hence, the value of ih and ch

shall be used to calculate moment due to hydrodynamic pressure at the bottom of the tank wall. The value of ∗

ih and ∗ch shall be

used to calculate overturning moment at the base of tank.

C4.2.1.2 – Circular and Rectangular Tank

The parameters of spring mass model depend on tank geometry and were originally derived by Housner (1963a). The parameters shown in Figures 2 and 3 are slightly different from those given by Housner (1963a), and have been taken from ACI 350.3 (2001). Expressions for these parameters are given in Table C-1.

It may be mentioned that these parameters are for tanks with rigid walls. In the literature, spring-mass models for tanks with flexible walls are also available (Haroun and Housner (1981) and Veletsos (1984)). Generally, concrete tanks are considered as tanks with rigid wall; while steel tanks are considered as tanks with flexible wall. Spring mass models for tanks with flexible walls are more cumbersome to use. Moreover, difference in the parameters ( im , cm , ih ,

∗ih , ch ,

∗ch and cK ) obtained from rigid and flexible tank

models is not substantial (Jaiswal et al. (2004b)). Hence in the present code, parameters corresponding to tanks with rigid wall are recommended for all types of tanks.

Further, flexibility of soil or elastic pads between wall and base do not have appreciable influence on these parameters.

It may also be noted that for certain values of h/D ratio, sum of impulsive mass (mi) and convective mass (mc) will not be equal to total mass (m) of liquid; however, the difference is usually small (2 to 3%). This difference is attributed to assumptions and approximations made in the derivation of these quantities.

One should also note that for shallow tanks, values of hi

* and hc* can be greater than h (Refer

Figures 2b and 3b) due to predominant contribution of hydrodynamic pressure on base.

If vertical columns and shaft are present inside the tank, then impulsive and convective masses will change. Though, no study is available to quantify effect of such obstructions, it is reasonable to expect that with the presence of such obstructions, impulsive mass will increase and convective mass will decrease. In absence of more detailed analysis of such tanks, as an approximation, an equivalent cylindrical tank of same height and actual water mass may be considered to obtain impulsive and convective masses.


Page 15

PROVISIONS

Figure 1 – Spring mass model for ground supported circular and rectangular tank

(b) Spring mass model (a) Tank

D or L

h miRigid

hc (hc

*) hi (hi

*)

mc

2cK

2cK


Page 16

COMMENTARY Table C 1 – Expression for parameters of spring mass model

Circular tank Rectangular tank

hD

hD

mim

866.0

866.0tanh ⎟⎠⎞

⎜⎝⎛

=

375.0=hih

for 75.0/ ≤Dh

Dh /

09375.05.0 −= for 75.0/ >Dh

125.0866.0tanh2

866.0*

⎟⎠⎞

⎜⎝⎛

=

hD

hD

hih

for 33.1/ ≤Dh

45.0= for 33.1/ >Dh

Dh

Dh

mcm ⎟

⎠⎞

⎜⎝⎛

=68.3tanh

23.0

⎟⎠⎞

⎜⎝⎛

−⎟⎠⎞

⎜⎝⎛

−=

Dh

Dh

Dh

hch

68.3sinh68.3

0.168.3cosh1

⎟⎠⎞

⎜⎝⎛

−⎟⎠⎞

⎜⎝⎛

−=

Dh

Dh

Dh

hch

68.3sinh68.3

01.268.3cosh1*

⎟⎠⎞

⎜⎝⎛=

Dh

hmg

cK 68.32tanh836.0

hL

hL

mim

866.0

866.0tanh ⎟⎠⎞

⎜⎝⎛

=

375.0=hih

for 75.0/ ≤Lh

Lh /09375.05.0 −= for 75.0/ >Lh

125.0866.0tanh2

866.0*−

⎟⎠⎞

⎜⎝⎛

=

hL

hL

hih

for 33.1/ ≤Lh

45.0= for 33.1/ >Lh

Lh

Lh

mcm ⎟

⎠⎞

⎜⎝⎛

=16.3tanh

264.0

⎟⎠⎞

⎜⎝⎛

−⎟⎠⎞

⎜⎝⎛

−=

Lh

Lh

Lh

hch

16.3sinh16.3

0.116.3cosh1

⎟⎠⎞

⎜⎝⎛

−⎟⎠⎞

⎜⎝⎛

−=

Lh

Lh

Lh

hch

16.3sinh16.3

01.216.3cosh1

*

⎟⎠⎞

⎜⎝⎛=

Lh

hmg

cK 16.32tanh833.0


Page 17

PROVISIONS

(a) Impulsive and convective mass and convective spring stiffness

(b) Heights of impulsive and convective masses

Figure 2 – Parameters of the spring mass model for circular tank

h/D0

0.2

0.4

0.6

0.8

1

0 0.5 1 1.5 2h/D

Kch/mg

mi/m

mc/m

0

0.5

1

1.5

2

2.5

0 0.5 1 1.5 2h/D

hc*/h

hc/h

hi/h hi*/h


Page 18

PROVISIONS

(a) Impulsive and convective mass and convective spring stiffness

(b) Heights of impulsive and convective masses

Figure 3 – Parameters of the spring mass model for rectangular tank

0

0.2

0.4

0.6

0.8

1

0 0.5 1 1.5 2h/L

Kch/mg

mi/m

mc/m

0

0.5

1

1.5

2

0 0.5 1 1.5 2h/L

hc*/h

hi*/h hc/h

hi/h


Page 19


4.2.2 - Elevated Tank C4.2.2 – Elevated Tank

4.2.2.1 –

Elevated tanks (Figure 4a) can be idealized by a two-mass model as shown in Figure 4c.

C4.2.2.1 – Most elevated tanks are never completely filled with liquid. Hence a two-mass idealization of the tank is more appropriate as compared to a one-mass idealization, which was used in IS 1893: 1984. Two mass model for elevated tank was proposed by Housner (1963b) and is being commonly used in most of the international codes.

4.2.2.2 –

For elevated tanks with circular container, parameters im , cm , ih ,

∗ih , ch , ∗

ch and cK shall be obtained from Figure 2. For elevated tanks with rectangular container, these parameters shall be obtained from Figure 3.

C4.2.2.2 – Please refer commentary of Clause 4.2.1.2 for effect of obstructions inside the container on impulsive and convective mass.

4.2.2.3 –

In Figure 4c, sm is the structural mass and shall comprise of mass of tank container and one-third mass of staging.

C4.2.2.3 – Structural mass ms, includes mass of container and one-third mass of staging. Mass of container comprises of mass of roof slab, container wall, gallery, floor slab, and floor beams.

Staging acts like a lateral spring and one-third mass of staging is considered based on classical result on effect of spring mass on natural frequency of single degree of freedom system (Tse et al., 1983).

4.2.2.4 –

For elevated tanks, the two degree of freedom system of Figure 4c can be treated as two uncoupled single degree of freedom systems (Figure 4d), one representing the impulsive plus structural mass behaving as an inverted pendulum with lateral stiffness equal to that of the staging, Ks and the other representing the convective mass with a spring of stiffness, Kc.

C4.2.2.4 – The response of the two-degree of freedom system can be obtained by elementary structural dynamics. However, for most elevated tanks it is observed that the two periods are well separated. Hence, the system may be considered as two uncoupled single degree of freedom systems. This method will be satisfactory for design purpose, if the ratio of the period of the two uncoupled systems exceeds 2.5 (Priestley et al. (1986)).

If impulsive and convective time periods are not well separated, then coupled 2-DOF system will have to be solved using elementary structural dynamics. In this context it shall be noted that due to different damping of impulsive and convective components, this 2-DOF system may have non-proportional damping.


Page 20


4.2.3 – For tank shapes other than circular and rectangular (like intze, truncated conical shape), the value of Dh / shall correspond to that of an equivalent circular tank of same volume and diameter equal to diameter of tank at top level of liquid; and im , cm , ih ,

∗ih ,

ch , ∗ch and cK of equivalent circular tank

shall be used.

C4.2.3 – Parameters of spring mass models (i.e., im , cm ,

ih , ∗ih , ch , ∗

ch and cK ) are available for circular and rectangular tanks only. For tanks of other shapes, equivalent circular tank is to be considered. Joshi (2000) has shown that such an approach gives satisfactory results for intze tanks. Similarly, for tanks of truncated conical shape, Eurocode 8 (1998) has suggested equivalent circular tank approach.


Page 21

PROVISIONS

Figure 4 – Two mass idealization for elevated tank

(a) Elevated tank (b) Spring mass model

(c) Two mass idealization of elevated tank

Ks

mi + ms

mc

Ks

mi + ms

Kc

mc

(d) Equivalent uncoupled system

hi

2cK

mc

mi

2cK

hc

hs

Container

Staging

Wall

Roof slab

Floor slab

Top of foundation

(Refer Clause 4.2.2.4)

Kc


Page 22


4.3 – Time Period C4.3 – Time Period

4.3.1 – Impulsive Mode C4.3.1 – Impulsive Mode

4.3.1.1 – Ground Supported Circular Tank

For a ground supported circular tank, wherein wall is rigidly connected with the base slab (Figure 6a, 6b and 6c), time period of impulsive mode of vibration iT , in seconds, is given by

Et/D

ρhiCiT =

where

iC = Coefficient of time period for impulsive mode. Value of iC can be obtained from Figure 5,

h = Maximum depth of liquid,

D = Inner diameter of circular tank,

t = Thickness of tank wall,

E = Modulus of elasticity of tank wall, and

ρ = Mass density of liquid.

NOTE: In some circular tanks, wall may have flexible connection with the base slab. (Different types of wall to base slab connections are described in Figure 6.) For tanks with flexible connections with base slab, time period evaluation may properly account for the flexibility of wall to base connection.

C4.3.1.1 – Ground Supported Circular Tank

The coefficient Ci used in the expression of time period Ti and plotted in Figure 5, is given by

( )⎟⎟⎠

⎞⎜⎜⎝

⎛

+−=

2)/(067.0/3.046.0/1

DhDhDhCi

The expression for the impulsive mode time period of circular tank is taken from Eurocode 8 (1998). Basically this expression was developed for roofless steel tank fixed at base and filled with water. However, this may also be used for other tank materials and fluids. Further, it may be mentioned that this expression is derived based on the assumption that tank mass is quite small compared to mass of fluid. This condition is usually satisfied by most of the tanks. More information on exact expression for time period of circular tank may be obtained from Veletsos (1984) and Natchigall et al. (2003).

In case of tanks with variable wall thickness (particularly, steel tanks with step variation of thickness), thickness of tank wall at 1/3rd height from the base should be used in the expression for impulsive time period.

Expression for Ti given in this section is applicable to only those circular tanks in which wall is rigidly attached to base slab. In some concrete tanks, wall is not rigidly attached to the base slab, and flexible pads are used between the wall and the base slab (Figure 6d to 6f). In such cases, flexibility of pads affects the impulsive mode time period. Various types of flexible connections between wall and base slab described in Figure 6 are taken from ACI 350.3 (2001), which provides more information on effect of flexible pads on impulsive mode time period.

4.3.1.2 – Ground Supported Rectangular Tank

For a ground supported rectangular tank, wherein wall is rigidly connected with the base slab, time period of impulsive mode of vibration, iT in seconds, is given by

C4.3.1.2–Ground Supported Rectangular Tank

Eurocode 8 (1998) and Preistley et al. (1986) also specify the same expression for obtaining time period of rectangular tank.


Page 23


gdTi π2=

where

d = deflection of the tank wall on the vertical

center-line at a height of _h , when loaded

by uniformly distributed pressure of intensity q,

Bh

gm2m

qw

i ⎟⎠⎞

⎜⎝⎛ +

= ,

wi

wii

_

m2

m2hmh

2m

h+

+= ,

wm = Mass of one tank wall perpendicular to the direction of seismic force, and

B = Inside width of tank.

_h is the height of combined center of gravity of half impulsive mass of liquid (mi /2), and mass of one wall ( wm ).

For tanks without roof, deflection, d can be obtained by assuming wall to be free at top and fixed at three edges (Figures C-2a).

ACI 350.3 (2001) and NZS 3106 (1986) have suggested a simpler approach for obtaining deflection, d for tanks without roof. As per this approach, assuming that wall takes pressure q by cantilever action, one can find the deflection, d, by considering wall strip of unit width and

height _h , which is subjected to concentrated

load, P = q h (Figures C-2b and C-2c). Thus, for a tank with wall of uniform thickness, one can obtain d as follows:

wEIhPd

3)( 3

= ; where 120.1 3tI w×

=

The above approach will give quite accurate results for tanks with long walls (say, length greater than twice the height). For tanks with roofs and/or tanks in which walls are not very long, the deflection of wall shall be obtained using appropriate method.

Figure C-2 Description of deflection d, of rectangular tank wall

X

X

h h

d

Section XX

q

P t h

t

t h 1.0

Strip of unit width

1.0

(a) Rectangular tank wall subjected to uniformly distributed pressure

(b) Description of strip of wall (c) Cantilever of unit width


Page 24


4.3.1.3 – Elevated Tank

Time period of impulsive mode, iT in seconds, is given by

s

sii K

mm2T += π

where

sm = mass of container and one-third mass of staging, and

sK = lateral stiffness of staging.

Lateral stiffness of the staging is the horizontal force required to be applied at the center of gravity of the tank to cause a corresponding unit horizontal displacement.

NOTE: The flexibility of bracing beam shall be considered in calculating the lateral stiffness, sK of elevated moment-resisting frame type tank staging.

C4.3.1.3 – Elevated Tank

Time period of elevated tank can also be expressed as:

gTi

Δ= π2

where, Δ is deflection of center of gravity of tank when a lateral force of magnitude (ms + mi)g is applied at the center of gravity of tank.

Center of gravity of tank can be approximated as combined center of mass of empty container and impulsive mass of liquid. The impulsive mass mi acts at a height of hi from top of floor slab.

For elevated tanks with moment resisting type frame staging, the lateral stiffness can be evaluated by computer analysis or by simple procedures (Sameer and Jain, 1992), or by established structural analysis method.

In the analysis of staging, due consideration shall be given to modeling of such parts as spiral staircase, which may cause eccentricity in otherwise symmetrical staging configuration.

For elevated tanks with shaft type staging, in addition to the effect of flexural deformation, the effect of shear deformation may be included while calculating the lateral stiffness of staging.


Page 25

PROVISIONS

Figure 5 – Coefficient of impulsive (Ci) and convective ( Cc ) mode time period for circular tank

Figure 6 – Types of connections between tank wall and base slab

h/D

0

2

4

6

8

10

0 0.5 1 1.5 2h/D

C Ci

Cc


Page 26


4.3.2 – Convective Mode C4.3.2 – Convective Mode

4.3.2.1 –

Time period of convective mode, in seconds, is given by

c

cc K

mT π2=

The values of cm and cK can be obtained from Figures 2a and 3a respectively, for circular and rectangular tanks.

4.3.2.2 –

Since the expressions for mc and Kc are known, the expression for Tc can be alternatively expressed as:

C4.3.2.2 – Expressions given in Clause 4.3.2.1 and 4.3.2.2 are mathematically same. The expressions for convective mode time period of circular and rectangular tanks are taken from ACI 350.3 (2001), which are based on work of Housner (1963a). The coefficients Cc in the expressions for convective mode time period plotted in Figure 5 and 7 are given below:

(a) Circular Tank: Time period of convective mode, cT in seconds, is given by

g/DCT cc =

where

Cc = Coefficient of time period for convective mode. Value of cC can be obtained from Figure 5, and

D = Inner diameter of tank.

(a) For circular tank:

)/68.3(68.32

DhtanhCc

π=

(b) Rectangular Tank: Time period of convective mode of vibration, cT in seconds, is given by

gLCT cc /=

where

Cc = Coefficient of time period for convective mode. Value of cC can be obtained from Figure 7, and

L = Inside length of tank parallel to the

(b) For rectangular tank:

))/(16.3(16.32

LhtanhCc

π=

Convective mode time period expressions correspond to tanks with rigid wall. It is well established that flexibility of wall, elastic pads, and soil does not affect the convective mode time period.

For rectangular tank, L is the inside length of tank parallel to the direction of loading, as described in


Page 27


direction of seismic force. Figure C-3.

Figure C-3 Description of length, L and breadth, B of rectangular tank

4.3.3 – For tanks resting on soft soil, effect of flexibility of soil may be considered while evaluating the time period. Generally, soil flexibility does not affect the convective mode time period. However, soil flexibility may affect impulsive mode time period.

C4.3.3 – Soil structure interaction has two effects: Firstly, it elongates the time period of impulsive mode and secondly it increases the total damping of the system. Increase in damping is mainly due to radial damping effect of soil media. A simple but approximate approach to obtain the time period of impulsive mode and damping of tank-soil system is provided by Veletsos (1984). This simple approach has been used in Eurocode 8 (1998) and Priestley et al. (1986).

2

4

6

8

10

0 0.5 1 1.5 2 Figure 7 – Coefficient of convective mode time period (Cc) for rectangular tank

Direction of Seismic Force

L B


LB

h/L


Page 28


4.4 – Damping Damping in the convective mode for all types of liquids and for all types of tanks shall be taken as 0.5% of the critical.

Damping in the impulsive mode shall be taken as 2% of the critical for steel tanks and 5% of the critical for concrete or masonry tanks.

C4.4 – Damping For convective mode damping of 0.5% is used in most of the international codes.

4.5 – Design Horizontal Seismic Coefficient

Design horizontal seismic coefficient, hA shall be obtained by the following expression, subject to Clauses 4.5.1 to 4.5.4

gS

RIZA a

h 2=

where

Z = Zone factor given in Table 2 of IS 1893 (Part 1): 2002,

I = Importance factor given in Table 1 of this guideline,

R = Response reduction factor given in Table 2 of this guideline, and

Sa/g = Average response acceleration coefficient as given by Figure 2 and Table 3 of IS 1893(Part 1): 2002 and subject to Clauses 4.5.1 to 4.5.4 of this guideline.

C4.5 – Design Horizontal Seismic Coefficient

Importance factor (I), is meant to ensure a better seismic performance of important and critical tanks. Its value depends on functional need, consequences of failure, and post earthquake utility of the tank.

In this guideline, liquid containing tanks are put in three categories and importance factor to each category is assigned (Table 1). Highest value of I =1.75 is assigned to tanks used for storing hazardous materials. Since release of these materials can be harmful to human life, the highest value of I is assigned to these tanks. For tanks used in water distribution systems, value of I is kept as 1.5, which is same as value of I assigned to hospital, telephone exchange, and fire station buildings in IS 1893 (Part 1):2002. Less important tanks are assigned I = 1.0.

Response reduction factor (R), represents ratio of maximum seismic force on a structure during specified ground motion if it were to remain elastic to the design seismic force. Thus, actual seismic forces are reduced by a factor R to obtain design forces. This reduction depends on overstrength, redundancy, and ductility of structure. Generally, liquid containing tanks posses low overstrength, redundancy, and ductility as compared to buildings. In buildings, non structural components substantially contribute to overstrength; in tanks, such non structural components are not present. Buildings with frame type structures have high redundancy; ground supported tanks and elevated tanks with shaft type staging have comparatively low redundancy. Moreover, due to presence of non structural elements like masonry walls, energy absorbing capacity of buildings is much higher than that of tanks. Based on these considerations, value of R for tanks needs to be lower than that for buildings. All the international codes specify much lower values of R for tanks than those for buildings. As


Page 29


Table 1 – Importance factor, I

Type of liquid storage tank I

Tanks used for storing drinking water, non-volatile material, low inflammable petrochemicals etc. and intended for emergency services such as fire fighting services. Tanks of post earthquake importance.

1.5

All other tanks with no risk to life and with negligible consequences to environment, society and economy.

1.0

Note- Values of importance factor, I given in IS 1893 (Part 4) may be used where appropriate.

an example, values of R used in IBC 2000 are shown in Table C-2. It is seen that for a building with special moment resisting frame value of R is 8.0 whereas, for an elevated tank on frame type staging (i.e., braced legs), value of R is 3.0. Further, it may also be noted that value of R for tanks varies from 3.0 to 1.5.

Values of R given in the present guideline (Table 2) are based on studies of Jaiswal et al. (2004a, 2004b). In this study, an exhaustive review of response reduction factors used in various international codes is presented. In Table 2, the highest value of R is 2.5 and lowest value is 1.3. The rationale behind these values of R can be seen from Figures C-4a and C-4b.

In Figure C-4a, base shear coefficients (i.e., ratio of lateral seismic force to weight) obtained from IBC 2000 and IS 1893 (Part 1):2002 is compared for a building with special moment resisting frame. This comparison is done for the most severe seismic zone of IBC 2000 and IS 1893 (Part 1):2002. It is seen that base shear coefficient from IS 1893 (Part 1):2002 and IBC 2000 compare well, particularly up to time period of 1.7 sec.

In Figure C-4b, base shear coefficient for tanks is compared. This comparison is done for the highest as well as lowest value of R from IBC 2000 and present code. It is seen that base shear coefficient match well for highest and lowest value of R. Thus, the specified values of R are quite reasonable and in line with international practices.

Elevated tanks are inverted pendulum type structures and hence, moment resisting frames being used in staging of these tanks are assigned much smaller R values than moment resisting frames of building and industrial frames. For elevated tanks on frame type staging, response reduction factor is R = 2.5 and for elevated tanks on RC shaft, R = 1.8. Lower value of R for RC shaft is due to its low redundancy and poor ductility (Zahn, 1999; Rai 2002).


Page 30

PROVISIONS

Table 2 – Response reduction factor, R

# These R values are meant for liquid retaining tanks on frame type staging which are inverted pendulum type structures. These R values shall not be misunderstood for those given in other parts of IS 1893 for building and industrial frames.

* These tanks are not allowed in seismic zones IV and V. + For partially buried tanks, values of R can be interpolated between ground supported and

underground tanks based on depth of embedment.

Type of tank R

Elevated tank

Tank supported on masonry shaft

a) Masonry shaft reinforced with horizontal bands * 1.3

b) Masonry shaft reinforced with horizontal bands and vertical bars at corners and jambs of openings 1.5

Tank supported on RC shaft

RC shaft with two curtains of reinforcement, each having horizontal and vertical reinforcement

1.8

Tank supported on RC frame#

a) Frame not conforming to ductile detailing, i.e., ordinary moment resisting frame (OMRF)

1.8

b) Frame conforming to ductile detailing, i.e., special moment resisting frame (SMRF) 2.5

Tank supported on steel frame# 2.5

Ground supported tank

Masonry tank

a) Masonry wall reinforced with horizontal bands*

b) Masonry wall reinforced with horizontal bands and vertical bars at corners and jambs of openings

1.3

1.5

RC / prestressed tank

a) Fixed or hinged/pinned base tank (Figures 6a, 6b, 6c)

b) Anchored flexible base tank (Figure 6d)

c) Unanchored contained or uncontained tank (Figures 6e, 6f)

2.0

2.5

1.5

Steel tank

a) Unanchored base

b) Anchored base

2.0

2.5

Underground RC and steel tank+ 4.0


Page 31

COMMENTARY

0

0.02

0.04

0.06

0.08

0.1

0 0.5 1 1.5 2 2.5 3

IBC 2000 (Ss =1.5, S

i = 0.6, F

a = 1.0

Fv = 1.5, R = 8, I = 1, site class D)

IS 1893 (Part I) :2002 (Z = 0.36, R = 5, I = 1,soft soil)

Time Period (S)

Figure C-4a Comparison of base shear coefficient obtained from IBC 2000 and IS 1893 (Part 1):2002, for a building with special moment resisting frame. IBC values are divided by 1.4 to bring them to working stress level (From Jaiswal et. al., 2004a)

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0 0.5 1 1.5 2 2.5 3

IBC 2000 ( Low est value of R = 1.5 )

Present code (Low est value of R = 1.3)

Present code (Highest value of R = 2.5)

IBC 2000 (Highest value of R = 3)

Time Period (S)

Figure C-4b Comparison of base shear coefficient obtained from IBC 2000 and present code, for tanks with highest and lowest values of R. (From Jaiswal et. al., 2004a)

Bas

e sh

ear

coef

ficie

nt

Bas

e sh

ear

coef

ficie

nt


Page 32


Table C-2 Values of response reduction factor used in IBC 2000

Type of structure R

Building with special reinforced concrete moment resisting concrete frames

8.0

Building with intermediate reinforced concrete moment resisting concrete frames

5.0

Building with ordinary reinforced concrete moment resisting concrete frames

3.0

Building with special steel concentrically braced frames

8.0

Elevated tanks supported on braced/unbraced legs

3.0

Elevated tanks supported on single pedestal

2.0

Tanks supported on structural towers similar to buildings

3.0

Flat bottom ground supported anchored steel tanks

3.0

Flat bottom ground supported unanchored steel tanks

2.5

Reinforced or prestressed concrete tanks with anchored flexible base

3.0

Reinforced or prestressed concrete tanks with reinforced nonsliding base

2.0

Reinforced or prestressed concrete tanks with unanchored and unconstrained flexible base

1.5

4.5.1 – Design horizontal seismic coefficient, Ah will be calculated separately for impulsive (Ah)i, and convective (Ah)c modes.

C4.5.1 – The values of R, given in Table 2 of this code, are applicable to design horizontal seismic coefficient of impulsive as well as convective mode.

It may be noted that amongst various international codes, AWWA D-100, AWWA D-103 and AWWA D-115 use same value of R for impulsive and convective modes, whereas, ACI 350.3 and Eurocode 8 suggest value of R =1 for convective mode. The issue of value of R for convective component is still being debated by researchers and hence to retain the simplicity in the analysis, in the present provision, same value of R have been proposed for impulsive and convective components.


Page 33


4.5.2 - If time period is less than 0.1 second, the value of Sa /g shall be taken as 2.5 for 5% damping and be multiplied with appropriate factor, for other damping.

4.5.3 – For time periods greater than four seconds, the value of Sa /g shall be obtained using the same expression which is applicable upto time period of four seconds.

C4.5.3 – Clauses 4.5.2 and 4.5.3, effectively imply response acceleration coefficient (Sa /g) as

For hard soil sites

Sa /g = 2.5 for T < 0.4

= 1.0/T for T ≥ 0.4

For medium soil sites

Sa /g = 2.5 for T < 0.55

= 1.36/T for T ≥ 0.55

For soft soil sites

Sa /g = 2.5 for T < 0.67

= 1.67/T for T ≥ 0.67

4.5.4 - Value of multiplying factor for 0.5% damping shall be taken as 1.75.

C4.5.4 – Table 3 of IS 1893 (Part 1): 2002 gives values of multiplying factors for 0% and 2% damping, and value for 0.5% damping is not given. One can not linearly interpolate the values of multiplying factors because acceleration spectrum values vary as a logarithmic function of damping (Newmark and Hall, 1982).

In Eurocode 8 (1998), value of multiplying factor is taken as 1.673 and as per ACI 350.3 and FEMA 368, this value is 1.5.


Page 34


4.6 - Base Shear C4.6 – Base Shear

4.6.1 - Ground Supported Tank Base shear in impulsive mode, at the bottom of tank wall is given by

( ) ( )gmmmAV twiihi ++=

and base shear in convective mode is given by

( ) gmAV cchc =

where

(Ah)i = Design horizontal seismic coefficient for impulsive mode,

(Ah)c = Design horizontal seismic coefficient for convective mode,

mi = Impulsive mass of water

mw = Mass of tank wall

mt = Mass of roof slab, and

g = Acceleration due to gravity.

C4.6.1 – Ground Supported Tank Live load on roof slab of tank is generally neglected for seismic load computations. However, in some ground supported tanks, roof slab may be used as storage space. In such cases, suitable percentage of live load should be added in the mass of roof slab, mt.

For concrete/masonry tanks, mass of wall and base slab may be evaluated using wet density of concrete/masonry.

For ground supported tanks, to obtain base shear at the bottom of base slab/plate, shear due to mass of base slab/plate shall be included. If the base shear at the bottom of tank wall is V then, base shear at the bottom of base slab, V', will be given by

( ) bih mAVV +='

where, bm is mass of base slab/plate.

4.6.2 – Elevated Tank Base shear in impulsive mode, just above the base of staging (i.e. at the top of footing of staging) is given by

( ) ( )gmmAV siihi +=

and base shear in convective mode is given by

( ) gmAV cchc =

where

ms = Mass of container and one-third mass of staging.

C4.6.2 – Elevated Tank Clause 4.6.2 gives shear at the base of staging. Base shear at the bottom of tank wall can be obtained from Clause 4.6.1.

4.6.3 – Total base shear V, can be obtained by combining the base shear in impulsive and convective mode through Square root of Sum of Squares (SRSS) rule and is given as follows

22ci VVV +=

C4.6.3 – Except Eurocode 8 (1998) all international codes use SRSS rule to combine response from impulsive and convective mode. In Eurocode 8 (1998) absolute summation rule is used, which is based on work of Malhotra (2000). The basis for absolute summation is that the convective mode time period may be several times the impulsive mode period, and hence, peak response of


Page 35


impulsive mode will occur simultaneously when convective mode response is near its peak. However, recently through a numerical simulation for a large number of tanks, Malhotra (2004) showed that SRSS rule gives better results than absolute summation rule.

4.7 – Base Moment C4.7 – Base Moment

4.7.1 – Ground Supported Tank C4.7.1 – Ground Supported Tank

4.7.1.1 –

Bending moment in impulsive mode, at the bottom of wall is given by

( ) ( )ghmhmhmAM ttwwiihi i++=

and bending moment in convective mode is given by

( ) ghmAM ccchc =

where

wh = Height of center of gravity of wall mass, and

th = Height of center of gravity of roof mass.

C4.7.1.1 – For obtaining bending moment at the bottom of tank wall, effect of hydrodynamic pressure on wall is considered. Hence, mi and mc are considered to be located at heights hi and hc, which are explained in Figures C-1a and C-1c and Clause 4.2.1.1.

Heights, hi and hc are measured from top of the base slab or bottom of wall.

Sometimes it may be of interest to obtain bending moment at the intermediate height of tank wall. The bending moment at height, y from bottom will depend only on hydrodynamic pressure and wall mass above that height. Following Malhotra (2004), bending moment at any height y from the bottom of wall will be given by

( ) ghyhm

hyhmhmAMtt

wwiiihi i ⎥

⎥⎦

⎤

⎢⎢⎣

⎡

−+

−+μ=

)/1(2/)/1( 2

( ) ghmAM cccchc μ=

The value of μi and μc can be obtained from Figure C-5.

Second term in the expression of Mi is obtained by considering tank wall of uniform thickness.

4.7.1.2 –

Overturning moment in impulsive mode to be used for checking the tank stability at the bottom of base slab/plate is given by

( ) ( )( )

gtmthm

thmthmAMbbbtt

bwwbiiihi

⎥⎥⎦

⎤

⎢⎢⎣

⎡

++

++++=2/

)( **

and overturning moment in convective mode is given by

C4.7.1.2 – For obtaining overturning moment at the base of tank, hydrodynamic pressure on tank wall as well as tank base is considered. Hence, mi and mc are considered to be located at hi

*, and hc*, which are

described in Figures C-1b and C-1d.


Page 36


gthmAM bccchc )()( ** +=

where

mb = mass of base slab/plate, and

tb = thickness of base slab/plate.

4.7.2 – Elevated Tank Overturning moment in impulsive mode, at the base of the staging is given by

( ) ( )[ ] ghmhhmAM cgssiiihi ++= **

and overturning moment in convective mode is given by

( ) ( )ghhmAM sccchc += **

where

sh = Structural height of staging, measured from top of footing of staging to the bottom of tank wall, and

cgh = Height of center of gravity of empty container, measured from top of footing.

C4.7.2 – Elevated Tank Structural mass ms, which includes mass of empty container and one-third mass of staging is considered to be acting at the center of gravity of empty container.

Base of staging may be considered at the top of footing.

4.7.3 – Total moment shall be obtained by combining the moment in impulsive and convective modes through Square of Sum of Squares (SRSS) and is given as follows

22cMiMM +=

22cMiMM ** +=∗

C4.7.3 – See commentary of Clause 4.6.3

4.7.4 – For elevated tanks, the design shall be worked out for tank empty and tank full conditions.

C4.7.4 – For tank empty condition, convective mode of vibration will not be generated. Thus, empty elevated tank has to be analyzed as a single degree of freedom system wherein, mass of empty container and one-third mass of staging must be considered.

As such, ground supported tanks shall also be analysed for tank empty condition. However, being very rigid, it is unlikely that tank empty condition will become critical for ground supported tanks.


Page 37


4.8 – Direction of Seismic Force

C4.8 – Direction of Seismic Force

4.8.1 – Ground supported rectangular tanks shall be analyzed for horizontal earthquake force acting non-concurrently along each of the horizontal axes of the tank for evaluating forces on tank walls.

C4.8.1 – Base shear and stresses in a particular wall shall be based on the analysis for earthquake loading in the direction perpendicular to that wall.

4.8.2 – For elevated tanks, staging components should be designed for the critical direction of seismic force. Different components of staging may have different critical directions.

C4.8.2 – For elevated tanks supported on frame type staging, the design of staging members should be for the most critical direction of horizontal base acceleration. For a staging consisting of four columns, horizontal acceleration in diagonal direction (i.e. 45° to X-direction) turns out to be most critical for axial force in columns. For brace beam, most critical direction of loading is along the length of the brace beam.

Sameer and Jain (1994) have discussed in detail the critical direction of horizontal base acceleration for frame type staging.

For some typical frame type staging configurations, critical direction of seismic force is described in Figure C-6.

4.8.3 – As an alternative to 4.8.2, staging components can be designed for either of the following load combination rules:

i) 100% + 30% Rule:

± ELx ± 0.3 ELy and ± 0.3 ELx ± ELy

ii) SRSS Rule:

22yx ELEL +

Where, ELx is response quantity due to earthquake load applied in x-direction and ELy is response quantity due to earthquake load applied in y-direction.

C4.8.3 – 100% + 30% rule implies following eight load combinations:

(ELx + 0.3 ELy); ( ELx - 0.3 ELy) -(ELx + 0.3 ELy ); -( ELx - 0.3 ELy) (0.3ELx + ELy); ( 0.3ELx - ELy) -(0.3ELx + ELy); -(0.3ELx - ELy)


Page 38

COMMENTARY

0

0.2

0.4

0.6

0.8

1

0 0.2 0.4 0.6 0.8 1

Fig. C- 5 Variation of impulsive and convective bending moment coefficients with height (From Malhotra, 2004)

μc

μi

(1-y

/h)


Page 39


Figure C-6 Critical direction of seismic force for typical frame type staging profiles

Bending Axis

Bending Axis

(c) Eight column staging

(a) Four column

Bending Axis

(b) Six column staging

(i) Critical direction for shear force in brace (ii) Critical direction for axial force in column

(i) (ii)

(i) (ii)

(ii)

(i) Critical direction for shear force in brace (ii) Critical direction for shear force and axial

force in column

i) Critical direction for shear force in column ii) Critical direction for shear force in brace and axial force in column


Page 40


4.9 – Hydrodynamic Pressure During lateral base excitation, tank wall is subjected to lateral hydrodynamic pressure and tank base is subjected to hydrodynamic pressure in vertical direction (Figure C-1).

4.9.1 – Impulsive Hydrodynamic Pressure The impulsive hydrodynamic pressure exerted by the liquid on the tank wall and base is given by

(a) For Circular Tank (Figure 8a )

Lateral hydrodynamic impulsive pressure on the wall, iwp , is given by

( ) hgAyQp ihiwiw ρ= )( φcos

⎟⎠⎞

⎜⎝⎛

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎟⎠⎞

⎜⎝⎛−=

hDtanh

hyyQiw 866018660

2..)(

where

ρ = Mass density of liquid,

φ = Circumferential angle, and

y = Vertical distance of a point on tank wall from the bottom of tank wall.

Coefficient of impulsive hydrodynamic pressure on wall, )(yQiw can also be obtained from Figure 9a.

Impulsive hydrodynamic pressure in vertical direction, on base slab (y = 0) on a strip of length l', is given by

( )

⎟⎟

⎠

⎞

⎜⎜

⎝

⎛

⎟⎠⎞

⎜⎝⎛

=

hl

hx

hgihAibp'

.cosh

.sinh.

8660

73218660 ρ

where

x = Horizontal distance of a point on base of tank in the direction of seismic force, from the center of tank.

C4.9.1 – Impulsive Hydrodynamic Pressure

The expressions for hydrodynamic pressure on wall and base of circular and rectangular tanks are based on work of Housner (1963a).

These expressions are for tanks with rigid walls. Wall flexibility does not affect convective pressure distribution, but can have substantial influence on impulsive pressure distribution in tall tanks. The effect of wall flexibility on impulsive pressure distribution is discussed by Veletsos (1984).

Qualitative description of impulsive pressure distribution on wall and base is given in Figure C-1b.

Vertical and horizontal distances, i.e., x and y and circumferential angle, φ , and strip length l' are described in Figure 8a.


Page 41


(b) For Rectangular Tank (Figure 8b)

Lateral hydrodynamic impulsive pressure on wall iwp , is given by

( ) hgAyQp ihiwiw ρ= )(

where, ( )yQiw is same as that for a circular tank and can be read from Figure 9a, with Lh / being used in place of

Dh / .

Impulsive hydrodynamic pressure in vertical direction, on the base slab (y = 0 ), is given by:

( ) hgAxQp ihibib ρ= )(

⎟⎠⎞

⎜⎝⎛

⎟⎠⎞

⎜⎝⎛

=

hLhx

xibQ8660

7321

.cosh

.sinh)(

The value of coefficient of impulsive hydrodynamic pressure on base ( )xibQ , can also be read from Figure 9b.

4.9.2 – Convective Hydrodynamic Pressure

The convective pressure exerted by the oscillating liquid on the tank wall and base shall be calculated as follows:

(a) Circular Tank ( Figure 8a )

Lateral convective pressure on the wall cwp , is given by

( ) φ⎥⎦⎤

⎢⎣⎡ φρ= coscos)( 2

31- 1DgAyQp chcwcw

⎟⎠⎞

⎜⎝⎛

⎟⎠⎞

⎜⎝⎛

=

DhDy

yQcw6743

674356250

.cosh

.cosh.)(

The value of ( )yQcw can also be read from Figure 10a.

Convective pressure in vertical direction, on the base slab ( )0=y is given by

C4.9.2 – Convective Hydrodynamic Pressure

The expressions for hydrodynamic pressure on wall and base of circular and rectangular tanks are based on work of Housner (1963a).

Qualitative description of convective pressure distribution on wall and base is given in Figure C-1d.


Page 42


( ) DgAxQp chcbcb ρ= )(

where

⎟⎠⎞

⎜⎝⎛

⎥⎥⎦

⎤

⎢⎢⎣

⎡⎟⎠⎞

⎜⎝⎛−=

Dhh

Dx

DxxQcb 6743

341251

3.sec.)(

The value of ( )xQcb may also be read from Figure 10b.

(b) Rectangular Tank (Figure 8b )

The hydrodynamic pressure on the wall cwp , is given by

Lg)A)(y(Qp chcwcw ρ=

⎟⎠

⎞⎜⎝

⎛

⎟⎠

⎞⎜⎝

⎛

=

LhLy

yQcw1623

162341650

.cosh

.cosh.)(

The value of ( )yQcw can also be obtained from Figure 11a.

The pressure on the base slab (y = 0 ) is given by

Lgρ)A)(x(Qp chcbcb =

⎟⎠

⎞⎜⎝

⎛⎥⎥⎦

⎤

⎢⎢⎣

⎡⎟⎠

⎞⎜⎝

⎛−=Lhh

Lx

LxxQcb 1623

34251

3.sec.)(

The value of )x(Qcb can also be obtained from Figure 11b.

4.9.3 – In circular tanks, hydrodynamic pressure due to horizontal excitation varies around the circumference of the tank. However, for convenience in stress analysis of the tank wall, the hydrodynamic pressure on the tank wall may be approximated by an outward pressure distribution of intensity equal to that of the maximum hydrodynamic pressure (Figure 12a).

C4.9.3 – This clause is adapted from Priestley et al. (1986). Since hydrodynamic pressure varies slowly in the circumferential direction, the design stresses can be obtained by considering pressure distribution to be uniform along the circumferential direction.

4.9.4 – Hydrodynamic pressure due to horizontal excitation has curvilinear variation along wall height. However, in the absence of more

C4.9.4 – Equivalent linear distribution of pressure along wall height is described in Figures 12b and 12c, respectively, for impulsive and convective


Page 43


exact analysis, an equivalent linear pressure distribution may be assumed so as to give the same base shear and bending moment at the bottom of tank wall (Figures 12b and 12c).

pressure.

For circular tanks, maximum hydrodynamic force per unit circumferential length at φ = 0, for impulsive and convective mode, is given by

gD

mAq iih

i 2/)(

π= and g

DmA

q cchc 2/

)(π

=

For rectangular tanks, maximum hydrodynamic force per unit length of wall for impulsive and convective mode is given by

gB

mAq iih

i 2)(

= and gB

mAq cch

c 2)(

=

The equivalent linear pressure distribution for impulsive and convective modes, shown in Figure 12b and 12c can be obtained as:

( )ii

i hhhq

a 642

−= and ( )hhhq

b ii

i 262 −=

( )cc

c hhhq

a 642 −= and ( )hhhq

b cc

c 262 −=

4.9.5 – Pressure Due to Wall Inertia Pressure on tank wall due to its inertia is given by

( ) gtAp mihww ρ=

where

mρ = Mass density of tank wall, and

t = Wall thickness.

C4.9.5 – Pressure Due to Wall Inertia Pressure due to wall inertia will act in the same direction as that of seismic force.

For steel tanks, wall inertia may not be significant. However, for concrete tanks, wall inertia may be substantial.

Pressure due to wall inertia, which is constant along the wall height for walls of uniform thickness, should be added to impulsive hydrodynamic pressure.


Page 44

PROVISIONS

Figure 8 – Geometry of (a) Circular tank and (b) Rectangular tank

D

y

h

D/2

O

φ

l’


x

L

x


L

y

h

Plan

Sectional elevation

(a) Circular tank

(b) Rectangular tank

Plan Sectional elevation


Page 45

PROVISIONS

(a) on wall of circular and rectangular tank

(b) on base of rectangular tank

Figure 9 – Impulsive pressure coefficient (a) on wall, Qiw (b) on base, Qib

0

0.2

0.4

0.6

0.8

1

0 0.2 0.4 0.6 0.8 1Qiw

y/h

h/D=2

or h/L

1.5 1.0 0.5 0.25

-1.2

-0.8

-0.4

0

0.4

0.8

1.2

-0.5 -0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4 0.5x/L

Qib

2.0 1.5

1.0

0.5 0.25=h/L

2.0 1.5

0.5

1.0

0.25


Page 46

PROVISIONS

(a) on wall

(b) on base

Figure 10 Convective pressure coefficient for circular tank (a) on wall, Qcw (b) on base, Qcb

0

0.2

0.4

0.6

0.8

1

0 0.1 0.2 0.3 0.4 0.5 0.6Qcw

y/h

2.0 1.5

1.0

0.5

h/D=0.25

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

-0.5 -0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4 0.5x/D

Qcb

1.0 0.75

0.5

h/D=0.25

1.0 0.75

0.5

h/D=0.25


Page 47

PROVISIONS

(a) on wall

(b) on base

Figure 11 Convective pressure coefficient for rectangular tank (a) on wall, Qcw (b) on base , Qcb

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

-0.5 -0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4 0.5x/L

Qcb

h/L=0.25

0.5

0.75 1.0

h/L=0.25

0.5

0.75 1.0

0

0.2

0.4

0.6

0.8

1

0 0.1 0.2 0.3 0.4 0.5Qcw

y/h

2.0 1.5

1.0

0.5

h/L=0.2


Page 48

PROVISIONS

Figure 12 – Hydrodynamic pressure distribution for wall analysis

Actual distribution

D/2

pmax

Simplified distribution

pmax

D/2

≈ = +

Actual impulsive pressure distribution

Equivalent pressure distribution

Uniform Linear

(a) Simplified pressure distribution in circumferential direction on tank wall

(b) Equivalent linear distribution along wall height for impulsive pressure

(c) Equivalent linear distribution along wall height for convective pressure

hi

qi

ai

bi

bi ai - bi

hi

qi h

+

Uniform Linear

≈

Actual convective pressure distribution

=

Equivalent pressure distribution

hc

qc

h hc

qc

ac

bc - ac bc

ac


Page 49


4.10 – Effect of Vertical Ground Acceleration

Due to vertical ground acceleration, effective weight of liquid increases, this induces additional pressure on tank wall, whose distribution is similar to that of hydrostatic pressure.

C4.10 – Effect of Vertical Ground Acceleration Vertical ground acceleration induces hydrodynamic pressure on wall in addition to that due to horizontal ground acceleration. In circular tanks, this pressure is uniformly distributed in the circumferential direction.

4.10.1 – Hydrodynamic pressure on tank wall due to vertical ground acceleration may be taken as

( ) ( )hy1hgAp vv −ρ=

⎟⎟⎠

⎞⎜⎜⎝

⎛××=

gS

RIZA a

v 232

where

y = vertical distance of point under consideration from bottom of tank wall, and

gSa = Average response acceleration

coefficient given by Figure 2 and Table 3 of IS 1893 (Part 1):2002 and subject to Clauses 4.5.2 and 4.5.3 of this code.

In absence of more refined analysis, time period of vertical mode of vibration for all types of tank may be taken as 0.3 sec.

C4.10.1 – Distribution of hydrodynamic pressure due to vertical ground acceleration is similar to that of hydrostatic pressure. This expression is based on rigid wall assumption. Effect of wall flexibility on hydrodynamic pressure distribution is described in Eurocode 8 (1998).

Design vertical acceleration spectrum is taken as two-third of design horizontal acceleration spectrum, as per clause 6.4.5 of IS 1893 (Part1).

To avoid complexities associated with the evaluation of time period of vertical mode, time period of vertical mode is assumed as 0.3 seconds for all types of tanks. However, for ground supported circular tanks, expression for time period of vertical mode of vibration (i.e., breathing mode) can be obtained using expressions given in ACI 350.3 (2001) and Eurocode 8 (1998).

While considering the vertical acceleration, effect of increase in weight density of tank and its content may also be considered.

4.10.2 – The maximum value of hydrodynamic pressure should be obtained by combining pressure due to horizontal and vertical excitation through square root of sum of squares (SRSS) rule, which can be given as

222vcwwwiw ppppp +++= )(


Page 50


4.11 – Sloshing Wave Height Maximum sloshing wave height is given by

2DRAd ch )(max = For circular tank

2LRAd ch )(max = For rectangular tank

where

( )chA = Design horizontal seismic coefficient corresponding to convective time period.

C4.11 – Sloshing Wave Height Expression for maximum sloshing wave height is taken from ACI 350.3 (2001).

Free board to be provided in a tank may be based on maximum value of sloshing wave height. This is particularly important for tanks containing toxic liquids, where loss of liquid needs to be prevented. If sufficient free board is not provided roof structure should be designed to resist the uplift pressure due to sloshing of liquid.

Moreover, if there is obstruction to free movement of convective mass due to insufficient free board, the amount of liquid in convective mode will also get changed. More information regarding loads on roof structure and revised convective mass can be obtained in Malhotra (2004).

4.12 – Anchorage Requirement Circular ground supported tanks shall be anchored to their foundation (Figure 13) when

( )ihADh 1>

In case of rectangular tank, the same expression may be used with L instead of D.

Figure 13 – Initiation of rocking of tank

C4.12 – Anchorage Requirement This condition is described by Priestley et al. (1986). Consider a tank which is about to rock (Figure 13). Let Mtot denotes the total mass of the tank-liquid system, D denote the tank diameter, and ( ) gA ih denote the peak response acceleration. Taking moments about the edge,

( )22DgMhgAM totihtot =

ihADh

)(1

=

Thus, when Dh / exceeds the value indicated above, the tank should be anchored to its foundation. The derivation assumes that the entire liquid responds in the impulsive mode. This approximation is reasonable for tanks with high Dh / ratios that are susceptible to overturning.

• Mtot g)A( ih

Mtot g

h

2h

D


Page 51


4.13 – Miscellaneous C4.13 – Miscellaneous

4.13.1 — Piping Piping systems connected to tanks shall consider the potential movement of the connection points during earthquake and provide for sufficient flexibility to avoid damage. The piping system shall be designed so as not to impart significant mechanical loading on tank. Local loads at pipe connections can be considered in the design of the tank. Mechanical devices, which add flexibility to piping such as bellows, expansion joints and other special couplings, may be used in the connections.

C4.13.1 – Piping FEMA 368 (2000) provides more information on flexibility requirements of piping system.

4.13.2 – Buckling of Shell Ground supported tanks (particularly, steel tanks) shall be checked for failure against buckling. Similarly, safety of shaft type of staging of elevated tanks against buckling shall be ensured.

C4.13.2 – Buckling of Shell More information of buckling of steel tanks is given by Priestley et al. (1986).

4.13.3 – Buried Tanks Dynamic earth pressure shall be taken into account while computing the base shear of a partially or fully buried tank. Earth pressure shall also be considered in the design of walls. In buried tanks, dynamic earth pressure shall not be relied upon to reduce dynamic effects due to liquid.

C4.13.3 – Buried Tanks The value of response reduction factor for buried tanks is given in Table 2.

For buried tanks, the analysis procedure remains same as that for ground supported tank except for consideration of dynamic earth pressure. For effect of dynamic earth pressure, following comments from Munshi and Sherman (2004) are taken: The effect of dynamic earth pressure is commonly approximated by Monobe-Okabe theory (1992). This involves the use of constant horizontal and vertical acceleration from the earthquake acting on the soil mass comprising Coulomb’s active or passive wedge. This theory assumes that wall movements are sufficient to fully mobilize the shear resistance along the backfill wedge. In sufficiently rigid tanks (such as concrete tanks), the wall deformation and consequent movement into the surrounding soil is usually small enough that the active or passive soil wedge is not fully activated. For dense, medium-dense, and loose sands, a deformation equal to 0.1, 0.2, and 0.4%, respectively, of wall height is necessary to activate the active soil reaction (Ebeling, R.M. and Morrison, E.E. (1993) and Clough, G. W.


Page 52


and Duncan, J.M. (1991)). Similarly, a deformation of 1, 2, and 4% of the wall height is required to activate the passive resistance of these sands. Therefore, determination of dynamic active and passive pressures may not be necessary when wall deformations are small. Dynamic earth pressure at rest should be included, however, as given by the following equation by Clough and Duncan (1991)

F = kh γs Hs2

where kh is the dynamic coefficient of earth pressure; γs is the density of the soil; and Hs is the height of soil being retained. This force acting at height 0.6h above the base should be used to increase or decrease the at-rest pressure when wall deformations are small.

4.13.4 – Shear Transfer The lateral earthquake force generates shear between wall and base slab and between roof and wall. Wall-to-base slab, wall-to-roof slab and wall-to-wall joints shall be suitably designed to transfer shear forces. Similarly in elevated tanks, connection between container and staging should be suitably designed to transfer the shear force.

4.13.5 – P- Delta Effect For elevated tanks with tall staging (say, staging height more than five times the least lateral dimension) it may be required to include the P-Delta effect. For such tall tanks, it must also be confirmed that higher modes of staging do not have significant contribution to dynamic response.

C4.13.5 – P-Delta Effect P-delta effect could be significant in elevated tanks with tall staging. P-delta effect can be minimized by restricting total lateral deflection of staging to hs/500, where hs is height of staging.

For small capacity tanks with tall staging, weight of staging can be considerable compared to total weight of tank. Hence, contribution from higher modes of staging shall also be ascertained. If mass excited in higher modes of staging is significant then these shall be included in the analysis, and response spectrum analysis shall be performed.


Page 53


4.13.6 – Quality Control Quality control in design and constructions are particularly important for elevated tanks in view of several collapses of water tanks during testing. It is necessary that quality of materials and construction tolerances are strictly adhered to during construction phase


Page 54

COMMENTARY REFERENCES 1. ACI 350.3, 2001, “Seismic design of liquid containing concrete structures”, American Concrete

Institute, Farmington Hill, MI, USA.

2. AWWA D-100, 1996, “Welded steel tanks for water storage”, American Water Works Association, Colorado, USA.

3. AWWA D-103, 1997, “Factory-coated bolted steel tanks for water storage”, American Water Works Association, Colorado, USA.

4. AWWA D-115, 1995, “Circular prestressed concrete water tanks with circumferential tendons”, American Water Works Association, Colorado, USA.

5. Clough, G. W., and Duncan, J. M., 1991, “Chapter 6: Earth pressures”, Foundation Engineering Handbook, 2nd Edition, NY, pp 223-235.

6. Ebeling, R. M., and Morrison, E. E., 1993, “The seismic design of water front structures”, NCEL Technical Report, TR-939, Naval Civil Engineering Laboratory, Port Hueneme, CA,.

7. Eurocode 8, 1998, “Design provisions for earthquake resistance of structures, Part 1- General rules and Part 4 – Silos, tanks and pipelines”, European Committee for Standardization, Brussels.

8. FEMA 368, 2000, “NEHRP recommended provisions for seismic regulations for new buildings and other structures”, Building Seismic Safety Council, National Institute of Building Sciences,, USA.

9. Haroun, M. A. and Housner, G. W., 1984, “Seismic design of liquid storage tanks”, Journal of Technical Councils of ASCE, Vol. 107, TC1, 191-207.

10. Housner, G. W., 1963a, “Dynamic analysis of fluids in containers subjected to acceleration”, Nuclear Reactors and Earthquakes, Report No. TID 7024, U. S. Atomic Energy Commission, Washington D.C.

11. Housner, G. W., 1963b, “The dynamic behavior water tanks”, Bulletin of Seismological Society of America, Vol. 53, No. 2, 381-387.

12. IBC 2000, International Building Code International Code Council, 2000, Falls Church, Virginia, USA.

13. IS 1893 (Part 1):2002, “Indian Standard Criteria for Earthquake Resistant Design of Structures: General Provisions and Buildings”, Bureau of Indian Standards, New Delhi.

14. IS 11682:1985, “Criteria for Design of RCC Staging for Overhead Water Tanks”, Bureau of Indian Standards, New Delhi.

15. Jain, S. K. and Medhekar, M. S., 1993, “Proposed provisions for aseismic design of liquid storage tanks: Part I – Codal provisions”, Journal of Structural Engineering, Vol. 20, No. 3, 119-128.

16. Jain, S. K. and Medhekar, M. S., 1994, “Proposed provisions for aseismic design of liquid storage tanks: Part II – Commentary and examples”, Journal of Structural Engineering, Vol. 20, No. 4, 167-175.

17. Jaiswal, O. R. Rai, D. C. and Jain, S.K., 2004a, “Codal provisions on design seismic forces for liquid storage tanks: a review”, Report No. IITK-GSDMA-EQ-01-V1.0, Indian Institute of Technology Kanpur, Kanpur.

18. Jaiswal, O. R., Rai, D. C. and Jain, S.K., 2004b, “Codal provisions on seismic analysis of liquid storage tanks: a review” Report No. IITK-GSDMA-EQ-04-V1.0, Indian Institute of Technology Kanpur, Kanpur.

19. Joshi, S. P., 2000, “Equivalent mechanical model for horizontal vibration of rigid intze tanks”, ISET Journal of Earthquake Technology, Vol.37, No 1-3, 39-47.

20. Malhotra, P. K., Wenk, T. and Wieland, M., 2000, “Simple procedure for seismic analysis of liquid-storage tanks”, Structural Engineering International, 197-201.

21. Malhotra, P. K., 2004, “Seismic analysis of FM approved suction tanks”, Draft copy, FM Global, USA. 22. Mononobe, N., and Matsuo, H., 1929, “On the determination of earth pressure during earthquakes”,

Proceedings of World Engineering Congress,. 23. Munshi, J. A., and Sherman, W. C.,2004, “Reinforced concrete tanks”, Concrete International, 101-108.


Page 55

24. Nachtigall, I., Gebbeken, N. and Urrutia-Galicia, J. L., 2003, “On the analysis of vertical circular cylindrical tanks under earthquake excitation at its base”, Engineering Structures, Vol. 25, 201-213.

25. Newmark, N. M., and Hall, W. J., 1982, “Earthquake spectra and design”, Engineering monograph published by Earthquake Engineering Research Institute, Berkeley, USA.

26. NZS 3106, 1986, “Code of practice for concrete structures for the storage of liquids”, Standards Association of New Zealand, Wellington.

27. Okabe, S., “General theory of earth pressures”, 1926, Journal of the Japanese Society of Civil Engineers, V. 12, No. 1.

28. Priestley, M. J. N., et al., 1986, “Seismic design of storage tanks”, Recommendations of a study group of the New Zealand National Society for Earthquake Engineering.

29. Rai D C, 2002, “Retrofitting of shaft type staging for elevated tanks”, Earthquake Spectra, ERI, Vol. 18 No. 4, 745-760.

30. Rai D C and Yennamsetti S, 2002, “Inelastic seismic demand on circular shaft type staging for elevated tanks”, 7th National Conf. on Earthquake Engrg, Boston, USA, Paper No. 91.

31. Sameer, S. U., and Jain, S. K., 1992, “Approximate methods for determination of time period of water tank staging”, The Indian Concrete Journal, Vol. 66, No. 12, 691-698.

32. Sameer, S. U., and Jain, S. K., 1994, “Lateral load analysis of frame staging for elevated water tanks”, Journal of Structural Engineering, ASCE, Vol.120, No.5, 1375-1393.

33. Tse, F. S., Morse, I. E., and Hinkle R. T., “Mechanical Vibrations: Theory and Application”, 2nd Edition, CBS Publishers and Distributors, New Delhi, 1983.

34. Veletsos, A.. S., 1984, “Seismic response and design of liquid storage tanks”, Guidelines for the seismic design of oil and gas pipeline systems, Technical Council on Lifeline Earthquake Engineering, ASCE, N.Y., 255-370, 443-461.

35. Zanh F A, Park R, and Priestley, M J N, 1990, “Flexural strength and ductility of circular hollow reinforced concrete columns without reinforcement on inside face”, ACI Journal 87 (2), 156-166.

IITK-GSDMA GUIDELINES for SEISMIC DESIGN of LIQUID STORAGE TANKS Provisions with Commentary and Explanatory Examples

PART 2: EXPLANATORY EXAMPLES


Example 1 – Elevated Tank Supported on 4 Column RC Staging

1. Problem Statement: A RC circular water container of 50 m3 capacity has internal diameter of 4.65 m and height of 3.3 m (including freeboard of 0.3 m). It is supported on RC staging consisting of 4 columns of 450 mm dia with horizontal bracings of 300 x 450 mm at four levels. The lowest supply level is 12 m above ground level. Staging conforms to ductile detailing as per IS13920. Staging columns have isolated rectangular footings at a depth of 2m from ground level. Tank is located on soft soil in seismic zone II. Grade of staging concrete and steel are M20 and Fe415, respectively. Density of concrete is 25 kN/m3. Analyze the tank for seismic loads.

Solution:Tank must be analysed for tank full and empty conditions.

1.1. Preliminary Data Details of sizes of various components and geometry are shown in Table 1.1 and Figure 1.1.

Table 1.1 Sizes of various components

Component Size (mm)

Roof Slab 120 thick

Wall 200 thick

Floor Slab 200 thick

Gallery 110 thick

Floor Beams 250 x 600

Braces 300 x 450

Columns 450 dia.

1.2. Weight Calculations Table 1.2 Weight of various components

Component Calculations Weight (kN)

Roof Slab [π x (5.05 )2 x ( 0.12 x 25 ) ]/ 4 60.1

Wall π x 4.85 x 0.20 x 3.30 x 25 251.4

Floor Slab [π x (5.05 )2 x 0.20 x 25 ] / 4 100.2

Floor Beam π x 4.85 x 0.25 x ( 0.60 – 0.20 ) x 25 38.1

Gallery [π x ( ( 7.05 )2 – ( 5.05 )2 ) x ( 0.110 x 25)]/ 4 52.3

Columns [π x ( 0.45 )2 x 11.7 x 4 x 25 ] / 4 186.1

Braces 3.43 x 0.30 x 0.45 x 4 x 4 x25 185.2

Water [π x 4.652 x 3.0 x 9.81] / 4 499.8 Note: i) Weights of floor finish and plaster should be accounted, wherever applicable. ii) Live load on roof slab and gallery is not considered for seismic load computations. iii) Water load is considered as dead load. iv) For seismic analysis, freeboard is not included in depth of water.

Example 1/Page 57


Floor beam (250 x 600)

Roof slab 120 thick

Wall 200 thick

Bracing (300 x 450)

Column (450φ)

Gallery (110 thick)

GL

2985

2980

2980

2980

1775

(a) Elevation

3000

(b) Plan

Column 450 φ

Bracing (300 x 450)

Floor slab (200 thick)

12000

2000

3430

3430

3430

Y

X

(All dimensions in mm)

Figure 1.1 Details of tank geometry

Example 1/Page 58


From Table 1.2,

Weight of staging = 186.1 + 185.2 = 371.3 kN.

Weight of empty container = 60.1 + 251.4 + 100.2 + 38.1 + 52.3 = 502.1 kN.

Hence, weight of container + one third weight of staging = 502.1 + 371.3 / 3 = 626 kN.

1.3. Center of Gravity of Empty Container

Components of empty container are: roof slab, wall, floor slab, gallery and floor beam. With reference to Figure 1.2, height of CG of empty container from top of floor slab will be

= [(60.1 x 3.36) + (251.4 x 1.65)

– (100.2 x 0.1) – (52.3 x 0.055)

– (38.1 x 0.4)] / 502.1

= 1.18 m.

Hence, height of CG of empty container from top of footing will be 14 + 1.18 = 15.18 m.

1.4. Parameters of Spring Mass Model Weight of water = 499.8 kN = 4,99,800 N.

Hence, mass of water, m = 4,99,800 / 9.81

= 50,948 kg.

Depth of water, h = 3.0 m.

Inner diameter of the tank, D = 4.65m.

Hence, for h / D = 3.0 / 4.65 = 0.65,

mi / m = 0.65; mi = 0.65 x 50,948 = 33,116 kg.

mc / m = 0.35; mc = 0.35 x 50,948 = 17,832 kg

hi / h = 0.375; hi = 0.375 x 3.0 = 1.13 m

hi* / h = 0.64; hi

* = 0.64 x 3.0 = 1.92 m

hc / h = 0.65; hc = 0.65 x 3.0 = 1.95

hc*

/ h = 0.73; hc* = 0.73 x 3.0 = 2.19 m.

( Section 4.2.2.2)

Note that the sum of impulsive and convective masses is 50,948 kg which compares well with the total mass. However in some cases, there may be difference of 2 to 3%.

Mass of empty container + one third mass of staging

ms = (502.1 + 371.3 / 3) x (1,000 / 9.81)

= 63,799 kg.

1.5. Lateral Stiffness of Staging Lateral stiffness of staging is defined as the force required to be applied at the CG of tank so as to get a corresponding unit deflection. As per Section 4.3.1.3, CG of tank is the combined CG of empty container and impulsive mass. However, in this example, CG of tank is taken as CG of empty container. Y

Roof slab 0.12m thick From the deflection of CG of tank due to an arbitrary lateral force one can get the stiffness of staging.

Finite element software is used to model the staging (Refer Figure 1.3). Modulus of elasticity for M20 concrete is obtained as 5,000 ckf =

5,000 x 20 = 22,360 MPa or 22.36 x 106 kN/m2. Since container portion is quite rigid, a rigid link is assumed from top of staging to the CG of tank. In FE model of staging, length of rigid link is =1.18 + 0.3 = 1.48 m.

Further, to account for the rigidity imparted due to floor slab, floor beams are modeled as T-beams. Here, stiffness of staging is to be obtained in X-direction (Refer Figure 1.1), hence, one single frame of staging can be analysed in this case.

From the analysis, deflection of CG of tank due to an arbitrary 10 kN force is obtained as 0.00330 m.

Thus, lateral stiffness of one frame of staging

= 10 /0.00330 = 3,030 kN/m.

Since staging consists of two such frames, total lateral stiffness of staging,

Ks = 2 x 3,030 = 6,060 kN/m.

Above analysis can also be performed manually by using standard structural analysis methods.

Figure 1.2 CG of empty container

Floor Beam 0.4m thick

3.3m Gallery 0.11m thick

CG

1.19m

X Floor Slab 0.2m thick

Example 1/Page 59


Here, analysis of staging is being performed for earthquake loading in X-direction. However, for some staging members this may not be the critical direction.

1.6. Time Period Time period of impulsive mode,

Ti = s

si

Kmm +

π2 ( Section 4.3.1.3)

= sec.,,

,, 8000006060

79963116332 =+

π .

Time period of convective mode,

Tc = gDCc

For h / D = 0.65, Cc = 3.28.

( Section 4.3.2.2 (a))

Thus, Tc = 81.965.428.3 = 2.26 sec.

1.7. Design Horizontal Seismic Coefficient Design horizontal seismic coefficient for impulsive mode,

(Ah)i = i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Sections 4.5 and 4.5.1)

Where,

Z = 0.1 (IS 1893(Part 1): Table 2; Zone II)

I = 1.5 ( Table 1)

Since staging has special moment resisting frames (SMRF), R is taken as 2.5

( Table 2)

Here, Ti = 0.80 sec,

Site has soft soil,

Damping = 5%, ( Section 4.4)

Hence, (Sa /g)i = 2.09

(IS 1893(Part 1): Figure 2)

(Ah)i = 0925251

210 .

.

..×× = 0.06.

Design horizontal seismic coefficient for convective mode,

(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1) R = 2.5 For convective mode, value of R is taken same as that for impulsive mode as per Section 4.5.1.

Here, Tc = 2.26 sec,

Site has soft soil,

Damping = 0.5%, ( Section 4.4)

Hence, (Sa /g)c = 1.75 x 0.74 = 1.3


Multiplying factor of 1.75 is used to obtain Sa /g values for 0.5% damping from that for 5% damping.

( Section 4.5.4)

(Ah)c = 315251

210 .

.

..×× = 0.04

1.8. Base Shear Base shear at the bottom of staging, in impulsive mode,

Vi = (Ah)i (mi +ms) g

( Section 4.6.2)

10 kN

Figure 1.3 FE model of staging

3430

(All Dimensions in mm)

2985

2980

2980

2980

1775

1480

Rigid Link

Example 1/Page 60


= 0.06 x (33,116 + 63,799) x 9.81

= 59.9 kN.

Similarly, base shear in convective mode,

Vc = (Ah)c mc g ( Section 4.6.2)

= 0.04 x 17,832 x 9.81

= 7.0 kN.

Total base shear at the bottom of staging,

V = 22ci VV + ( Section 4.6.3)

= ( ) ( ) 22 07959 .. +

= 60 kN.

Total lateral base shear is about 5 % of total seismic weight (1,126 kN). It may be noted that this tank is located in seismic zone II.

1.9. Base Moment Overturning moment at the base of staging, in impulsive mode,

Mi* = (Ah)i [ mi ( hi

* + hs ) + ms hcg ] g

( Section 4.7.2)

= 0.06 x [33,116 x (1.92 + 14) +

(63,799 x 15.18)] x 9.81

= 924 kN-m.

Similarly, overturning moment in convective mode,

Mc* = (Ah)c mc (hc

* + hs) g ( Section 4.7.2)

= 0.04 x 17,832 x (2.19 +14) x 9.81

= 113 kN-m.

Total overturning moment at the base of staging,

M* = 2*2*

ci MM + ( Section 4.7.3)

= ( ) ( ) 22 113924 +

= 931 kN-m.

1.10. Hydrodynamic Pressure

1.10.1. Impulsive Hydrodynamic Pressure

Impulsive hydrodynamic pressure on wall

piw(y) = Qiw(y) (Ah)i ρ g h cos ф

Qiw(y) = 0.866 [1 -( y / h)2 ] tanh (0.866 D / h)

( Section 4.9.1(a))

Maximum pressure will occur at ф = 0.

At base of wall, y = 0;

Qiw(y = 0) = 0.866[1-(0/3.0)2]x tanh (0.866 x 4.65 /3.0)

= 0.76

Impulsive pressure at the base of wall,

piw(y = 0) = 0.76 x 0.06 x 1,000 x 9.81 x 3.0 x 1

= 1.41 kN/m2.

Impulsive hydrodynamic pressure on the base slab (y = 0)

( ) ( ) ( )hlLxhgAp ihib /866.0cosh//866.0sinh866.0 'ρ= ( Section 4.9.1(a))

= 0.866 x 0.06 x 1,000 x 9.81 x 3.0 x

sinh (0.866 x 4.65 / ( 2 x 3.0)) / cosh ( 0.866 x 4.65 / 2 x 3.0 ) = 0.95 kN/m2

1.10.2. Convective Hydrodynamic Pressure

Convective hydrodynamic pressure on wall,

pcw = Qcw(y) (Ah)c ρ g D [1- 1/3 cos2ф] cos ф

Qcw(y) = 0.5625 cosh (3.674 y/D)/cosh(3.674h /D)

( Section 4.9.2(a))



Qcw(y = 0) = 0.5625 x cosh (0) / cosh (3.674 x 3.0

/4.65)

= 0.10.

Convective pressure at the base of wall,

pcw(y = 0)

= 0.10 x 0.04 x 1,000 x 9.81 x 4.65 x 0.67 x 1

= 0.12 kN/m2

At y = h;

Qcw(y = h) = 0.5625

Convective pressure at y = h,

pcw(y = h)

= 0.5625 x 0.04 x 1,000 x 9.81 x 4.65 x 0.67 x 1

= 0.69 kN/m2.

Convective hydrodynamic pressure on the base slab (y = 0)

pcb = Qcb(x) (Ah)c ρ g D

Example 1/Page 61


Qcb(x) = 1.125[x/D – 4/3 (x/D) 3] sech (3.674 h/D)

( Section 4.9.2(a))

= 1.125[D/2D – 4/3 (D/2D)3] sech (3.674 x 3 /4.65)

= 0.07

Convective pressure on top of base slab (y = 0)

pcb = 0.07 x 0.04 x 1,000 x 9.81 x 4.65

= 0.13 kN/m2

1.11. Pressure Due to Wall Inertia Pressure on wall due to its inertia,

pww = (Ah)i t ρm g (Section 4.9.5)

= 0.06 x 0.2 x 25

= 0.32 kN/m2.

This pressure is uniformly distributed along the wall height.

1.12. Pressure Due to Vertical Excitation Hydrodynamic pressure on tank wall due to vertical ground acceleration,

pv = (Av) [ρ g h ( 1- y / h )]

( Section 4.10.1)

Av = 32

⎟⎟⎠

⎞⎜⎜⎝

⎛g

SRIZ a

2


I = 1.5 ( Table 1) R = 2.5 Time period of vertical mode of vibration is recommended as 0.3 sec in Section 4.10.1. For 5 % damping, Sa /g = 2.5. Hence,

Av = ⎟⎠⎞

⎜⎝⎛ ××× 52

5251

210

32 .

.

..

= 0.05 At the base of wall, i.e., y = 0,

pv = 0.05 x [ 1 x 9.81 x 3 x ( 1 – 0 / 3 )]

= 1.47 kN/m2.

In this case, hydrodynamic pressure due to vertical ground acceleration is more than impulsive hydrodynamic pressure due to lateral excitation.

1.13. Maximum Hydrodynamic Pressure

Maximum hydrodynamic pressure,

p = ( ) 222vcwwwiw pppp +++

( Section 4.10.2)

At the base of wall,

p = ( ) 222 471120320411 .... +++

= 2.27 kN/m2.

This maximum hydrodynamic pressure is about 8 % of hydrostatic pressure at base (ρ g h = 1,000 x 9.81 x 3.0 = 29.43 kN/m2). In practice, container of tank is designed by working stress method. When earthquake forces are considered, permissible stresses are increased by 33%. Hence, hydrodynamic pressure in this case does not affect container design.

1.14. Sloshing Wave Height Maximum sloshing wave height,

dmax = (Ah)c R D / 2 ( Section 4.11)

= 0.04 x 2.5 x 4.65 / 2

= 0.23 m.

Height of sloshing wave is less than free board of 0.3 m.

1.15. Analysis for Tank Empty Condition For empty condition, tank will be considered as single degree of freedom system as described in Section 4.7.4.

Mass of empty container + one third mass of staging, ms = 63,799 kg.

Stiffness of staging, Ks = 6,060 kN/m.

1.15.1. Time Period

Time period of impulsive mode,

T = Ti = s

s

Km

π2

= 000,60,60

799,632π

= 0.65 sec.

Empty tank will not have convective mode of vibration.

Example 1/Page 62


1.15.2. Design Horizontal Seismic Coefficient

Design horizontal seismic coefficient corresponding to impulsive time period Ti,

(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1)

R = 2.5 ( Table 2)


Site has soft soil,

Damping = 5%,

Hence, (Sa /g)i = 2.5 (IS 1893(Part 1): Figure 2)

(Ah)i = 525251

210 .

.

..×× = 0.08.

1.15.3. Base Shear

Total base shear,

V = Vi = (Ah)i ms g ( Section 4.6.2)

= 0.08 x 63,799 x 9.81

= 50 kN.

1.15.4. Base Moment Total base moment,

M* = (Ah)i ms hcg g ( Section 4.7.3)

= 0.08 x 63,799 x 15.18 x 9.81

= 760 kN-m

Since total base shear (60 kN) and base moment (931 kN-m) in tank full condition are more than that total base shear (50 kN) and base moment (760 kN-m) in tank empty condition, design will be governed by tank full condition.

Example 1/Page 63


Example 2 – Elevated Intze Tank Supported on 6 Column RC Staging

2. Problem Statement: An intze shape water container of 250 m3 capacity is supported on RC staging of 6 columns with horizontal bracings of 300 x 600 mm at three levels. Details of staging configuration are shown in Figure 2.1. Staging conforms to ductile detailing as per IS 13920. Grade of concrete and steel are M20 and Fe415, respectively. Tank is located on hard soil in seismic zone IV. Density of concrete is 25 kN/m3. Analyze the tank for seismic loads.

Solution: Tank must be analysed for tank full and empty conditions.

2.1. Preliminary Data Details of sizes of various components and geometry are shown in Table 2.1 and Figure 2.1.

Table 2.1 Sizes of various components

Component Size (mm)

Top Dome 120 thick

Top Ring Beam 250 x 300

Cylindrical Wall 200 thick

Bottom Ring Beam 500 x 300

Circular Ring Beam 500 x 600

Bottom Dome 200 thick

Conical Dome 250 thick

Braces 300 x 600

Columns 650 dia.

Example 2/Page 64


2.2. Weight calculations Table 2.2 Weight of various components

Components Calculations Weight (kN)

Top Dome

Radius of dome,r1 = [((8.8/2)2 / 1.69) + 1.69)] / 2 = 6.57

2 x π x 6.57 x 1.69 x (0.12 x 25)

209.3

Top Ring Beam π x (8.6 + 0.25) x 0.25 x 0.30 x 25 52.1

Cylindrical Wall π x 8.8 x 0.20 x 4.0 x 25 552.9

Bottom Ring Beam π x (8.6 + 0.5) x 0.5 x 0.30 x 25 107.2

Circular Ring Beam π x 6.28 x 0.50 x 0.60 x 25 148

Bottom Dome

Radius of dome, r2 = [(6.28/2)2 /1.40) + 1.40] / 2 = 4.22

2 x π x 4.22 x 1.40 x 0.20 x 25

185.6

Conical Dome Length of Cone, Lc = (1.652 + 1.412)1/2 = 2.17

π x ((8.80 + 6.28) / 2.0) x 2.17 x 0.25 x 25

321.3

Water [ (π x 8.62 x 3.7 /4) +( π x1.5( 8.62 + 5.632 + (8.6 x 5.63)) / 12

- (π x 1.32 x (3 x 4.22 -1.5) / 3) ] x 9.81 2,508

Columns π x (0.65)2 x 15.7 x 6 x 25 / 4 782

Braces 3.14 x 0.30 x 0.60 x 3 x 6 x 25 254

Note: - i) Wherever floor finish and plaster is provided, their weights should be included in the weight

calculations.

ii) No live load is considered on roof slab and gallery for seismic load computations.

iii) Water load is considered as dead load.

iv) For seismic analysis, free board is not included in depth of water.

From Table 2.2,

Weight of empty container = 209.3 + 52.1+ 552.9 + 107.2 + 148 + 185.6 + 321.3 = 1,576 kN

Weight of staging = 782 + 254 = 1,036 kN

Hence, weight of empty container + one third weight of staging = 1,576 + 1,036 / 3 = 1,921 kN

Example 2/Page 65


Bottom ring beam (500 x 300)

Top dome 120 thick

(b) Plan of staging

Figure 2.1: Details of tank geometry


Bracing (300 x 600)

GL

4000

4000

(a) Elevation

Wall 200 thick

Top ring beam (250 x 300)

Bottom dome 200 thick

Conical dome 250 thick

8600

Column (650φ)

650 dia column

1500

3700

300

1750

300 300

3140

3140

Y

X

4000

4000

Circular ring beam (500 x 600)

16300

Top of footing

Example 2/Page 66


2.3. Center of Gravity of Empty Container Components of empty container are: top dome, top ring beam, cylindrical wall, bottom ring beam, bottom dome, conical dome and circular ring beam. With reference to Figure 2.2,

Height of CG of empty container above top of circular ring beam,

= [(209.3 x 7.22) + (52.1 x 5.9) + (552.9 x 3.8) + (107.2 x 1.65)

+ (321.3 x 1) + (185.6 x 0.92) – (148 x 0.3)] / 1,576

= 2.88 m

Height of CG of empty container from top of footing, hcg = 16.3 + 2.88 = 19.18 m.

2.4. Parameters of Spring Mass Model Total weight of water = 2,508 kN = 25,08,000 N.

Volume of water = 2,508 / 9.81 = 255.65 m3

Mass of water, m = 2,55,658 kg.

Inner diameter of tank, D = 8.6 m.

For obtaining parameters of spring mass model, an equivalent circular container of same volume and diameter equal to diameter of tank at top level of liquid will be considered.

( Section 4.2.3)

Let h be the height of equivalent circular cylinder,

π (D /2)2 h = 255.65

h = 255.65 / [π x (8.6 / 2)2] = 4.4 m

For h / D = 4.4 / 8.6 = 0.51,

m i / m = 0.55;

mi = 0.55 x 2,55,658 = 1,40,612 kg

mc /m = 0.43;

mc = 0.43 x 2,55,658 = 1,09,933 kg

hi / h = 0.375; hi = 0.375 x 4.4 = 1.65 m

hi* / h = 0.78; hi

* = 0.78 x 4.4 = 3.43 m

hc / h = 0.61; hc = 0.61 x 4.4 = 2.68 m

hc*

/ h = 0.78; hc* = 0.78 x 4.4 = 3.43 m.

( Section 4.2.1)

About 55% of liquid mass is excited in impulsive mode while 43% liquid mass participates in convective mode. Sum of impulsive and convective mass is 2,50,545 kg which is about 2 % less than the total mass of liquid.

Mass of empty container + one third mass of staging,

ms = ( 1,576 + 1,036 / 3 ) x (1,000 / 9.81)

= 1,95,821 kg.

(All Dimensions in mm) Figure 2.2 Details of tank container

Top Dome

Wall

Top Ring Beam

Bottom Dome

Conical Dome

8600

1500

4000

1750

300

600

300

X

Circular Ring Beam

CG

2880 Bottom Ring Beam

Y

Example 2/Page 67


2.5. Lateral Stiffness of Staging Lateral stiffness of staging is defined as the force required to be applied at the CG of tank so as to get a corresponding unit deflection. As per Section 4.3.1.3, CG of tank is the combined CG of empty container and impulsive mass. However, in this example, CG of tank is taken as CG of empty container.

Finite element software is used to model the staging (Refer Figure 2.3). Modulus of elasticity for M20 concrete is obtained as 5,000 ckf =

5,000 x 20 = 22,360 MPa or 22.36 x 106 kN/m2. Since container portion is quite rigid, a rigid link is assumed from top of staging to the CG of tank. In FE model of staging, length of rigid link is = 2.88 + 0.3 = 3.18 m.

From the analysis deflection of CG of tank due to an arbitrary 10 kN force is obtained as 5.616E-04 m.

Thus, lateral stiffness of staging, Ks

= 10 / (5.616E-04) = 17,800 kN/m

Stiffness of this type of staging can also be obtained using method described by Sameer and Jain (1992).

Here analysis of staging is being performed for earthquake loading in X-direction. However, for some members of staging, earthquake loading in Y-direction will be critical, as described in Section 4.8.2.


Ti = s

si

Kmm +

π2 ( Section 4.3.1.3)

=5100.178

821,95,1612,40,12×+π

= 0.86 sec.


Tc = gDCc

For h / D = 0.51, Cc = 3.35

( Section 4.3.2.2 (a))

Thus, Tc = 81.96.835.3 = 3.14 sec.


(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,

Z = 0.24 (IS 1893(Part 1): Table 2; Zone IV)

I = 1.5 ( Table 1)

Since staging has special moment resisting frames (SMRF), R is taken as 2.5

( Table 2)


Site has hard soil,


Hence, (Sa /g) i = 1.16


(Ah)i = 1615251

2240 .

.

..×× = 0.084


(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Sections 4.5 and 4.5.1) Figure 2.3 FE model of staging

Example 2/Page 68


Where,


For convective mode, value of R is taken same as that for impulsive mode as per Section 4.5.1.


Site has hard soil,


Hence, as per Section 4.5.3 and IS 1893(Part 1): 2002, Figure 2

(Sa /g)c = 1.75 x 0.318 = 0.56


( Section 4.5.4)

(Ah)c = 5605251

2240 .

.

..×× = 0.040


Vi = (Ah)i (mi +ms) g ( Section 4.6.2)

= 0.084 x (1,40,612 + 1,95,821) x 9.81

= 277 kN



= 0.040 x 1,09,933 x 9.81

= 43 kN



= ( ) ( ) 22 43277 +

= 280 kN.

It may be noted that total lateral base shear is about 6 % of total seismic weight (4,429 kN) of tank.

2.9. Base Moment Overturning moment at the base of staging in impulsive mode,


* + hs ) + ms hcg ] g

( Section 4.7.2)

= 0.084 x [1,40,612 x (3.43 + 16.3)

+ (1,95,821 x 19.18)] x 9.81

= 5,381 kN-m


Mc* = (Ah) c

mc ( hc* + hs ) g

( Section 4.7.2)

= 0.040 x 1,09,933 x (3.43 + 16.3) x 9.81

= 852 kN-m

Total overturning moment,

M* = 2*2*


= ( ) ( ) 22 8523815 +,

= 5,448 kN-m.

Note: Hydrodynamic pressure calculations will be similar to those shown in Example 1 and hence are not included here.

2.10. Sloshing Wave Height dmax = ( Ah)c R D / 2 ( Section 4.11)

= 0.040 x 2.5 x 8.6 / 2

= 0.43 m.


Mass of empty container + one third mass of staging, ms = 1,95,821 kg.

Stiffness of staging, Ks = 17,800 kN/m.

2.11.1. Time Period


T = Ti = s

s

Km

π2

= 5100178

8219512×.,,π = 0.66 sec

Empty tank will not convective mode of vibration.



Example 2/Page 69


2.11.3. Base Shear (Ah)i =

i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Section 4.5) Total base shear,

V = Vi = (Ah)i ms g ( Section 4.6.2) Where, = 0.12 x 1,95,821 x 9.81 Z = 0.24 (IS 1893(Part 1): Table 2; Zone IV) = 211 kN. I = 1.5 ( Table 1) 2.11.4. Base Moment R = 2.5 ( Table 2) Total base moment, Here, Ti = 0.66 sec, M* = (Ah)i ms hcg g ( Section 4.7.3) Site has hard soil, = 0.11 x 1,95,821 x 19.18 x 9.81 Damping = 5%, = 4,053 kN-m Hence, (Sa /g)i = 1.52

(IS 1893(Part 1): 2002Figure 2) Since total base shear (280 kN) and base moment (5,448 kN-m) in tank full condition are more than base shear (211 kN) and base moment (4,053 kN-m) in tank empty condition, design will be governed by tank full condition.

(Ah)i = 5215251

2240 .

.

..×× = 0.11.

Example 2/Page 70


Example 3 –Elevated Intze Tank Supported on RC Shaft

3. Problem Statement: Intze container of previous example is considered to be supported on 15 m high hollow RC shaft with reinforcement in two curtains. Grade of concrete and steel are M20 and Fe415, respectively. Site of the tank has hard soil in seismic zone IV. Density of concrete is 25 kN/m3. Analyze the tank for seismic loads.

Solution: Tank will be analysed for tank full and empty conditions.

3.1. Preliminary Data Container data is same as one given in previous example. Additional relevant data is listed below:

1. Thickness of shaft = 150 mm.

2. Weight of shaft = π x 6.28 x 0.15 x 16.4 x 25 = 1,213 kN

3. Weight of empty container + one third weight of staging = 1,576 + 1,213 / 3 = 1,980 kN

4. Since staging height is 17 m from footing level, height of CG of empty container from top of footing,

hcg = 17 + 2.88 = 19.88 m

Example 3/Page 71


Top Ring Beam (250 x 300)

1500

3700

1750

300

600

Bottom Ring Beam (500 x 300)

Top Dome 120 thick



GL

14400

2000

6280

Wall 200 thick

Bottom Dome 200 thick

Conical Dome 250 thick

8600

Circular Ring Beam (500 x 600)

300 300

Example 3/Page 72


3.2. Parameters of Spring Mass Model Total weight of water = 2,508 kN = 25,08,000 N.

Volume of water = 2,508 / 9.81 = 255.66 m3

Mass of water, m = 2,55,658 kg.

Inner diameter of tank, D = 8.6 m.

For obtaining parameters of spring mass model, an equivalent circular container of same volume and diameter equal to diameter of tank at top level of liquid will be considered.

( Section 4.2.3)

Let h be the height of equivalent circular cylinder,

π (D /2)2 h = 255.66

h = 255.66 / [π x (8.6 / 2)2] = 4.4 m

For h / D = 4.4 / 8.6 = 0.51,

m i / m = 0.55;

mi = 0.55 x 2,55,658 = 1,40,612 kg

mc /m = 0.43;

mc = 0.43 x 2,55,658 = 1,09,933 kg

hi / h = 0.375; hi = 0.375 x 4.4 = 1.65 m

hi* / h = 0.78; hi

* = 0.78 x 4.4 = 3.43 m

hc / h = 0.61; hc = 0.61 x 4.4 = 2.68 m

hc*/ h = 0.78; hc

* = 0.78 x 4.4 = 3.43 m.

( Section 4.2.1)

Note that about 55% of liquid is excited in impulsive mode while 43% participates in convective mode. Sum of impulsive and convective mass is about 2% less than total mass of liquid.

Mass of empty container + one third mass of staging,

ms = ( 1,576 + 1,213 / 3 ) x (1,000 / 9.81)

= 2,01,869 kg.

3.3. Lateral Stiffness of Staging

Here, shaft is considered as cantilever of length 16.4 m. This is the height of shaft from top of footing upto bottom of circular ring beam.

Lateral Stiffness, Ks = 3 E I / L 3

Where,

E = Modulus of elasticity = 5,000 ckf

= 5,000 x 20 = 22,360 N/mm2

= 22.36 x 106 kN/ m2

I = Moment of inertia of shaft cross section

= π x (6.434- 6.134) / 64

= 14.59 m4

L = Height of shaft

= 16.4 m

Thus,

Lateral Stiffness = 3 x 22,360 x106 x 14.59 / 16.43

= 2.22 x 108 N/m NOTE:- Here, only flexural deformations are considered in the calculation of lateral stiffness and the effect of shear deformation is not included. If the effect of shear deformations is included then the lateral stiffness is given by:

AG

LEIL

sK

'3

31

κ+

=

Where, G is shear modulus, A is cross sectional area and is shape factor.


Ti = s

si

Kmm +

π2 ( Section 4.3.1.3)

= 81022.2869,01,2612,40,12

×+

π

= 0.25 sec.


Tc = gDCc

For h / D = 0.51, Cc = 3.35

( Section 4.3.2.2 (a))

Thus, Tc = 81.96.835.3 = 3.14 sec.


'κ

Example 3/Page 73


(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1)

Shaft is considered to have reinforcement in two curtains both horizontally and vertically. Hence R is taken as 1.8. ( Table 2)


Site has hard soil,




(Ah)i = 528151

2240 .

.

..×× = 0.25


(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1) For convective mode, value of R is taken same as that for impulsive mode as per Section 4.5.1.


Site has hard soil,



(Sa /g)c = 1.75 x 0.318 = 0.56


( Section 4.5.4)

(Ah)c = 5608151

2240 .

.

..×× = 0.06


Vi = (Ah)i (mi +ms) g

( Section 4.6.2)

= 0.25 x (1,40,612 + 2,01,869) x 9.81

= 840 kN



= 0.06 x 1,09,933 x 9.81

= 65 kN



= ( ) ( ) 22 65840 +

= 843 kN.

It may be noted that total lateral base shear is about 19% of total seismic weight (4,488 kN) of tank.

3.7. Base Moment Overturning moment at the base of staging in impulsive mode,


* + hs ) + ms hcg ] g

( Section 4.7.2)

= 0.25 x [1, 40,612 x (3.43 + 17)

+ (2,01,869 x 19.88)] x 9.81

= 16,888 kN-m


Mc* = (Ah) c mc (hc

* + hs) g

( Section 4.7.2)

= 0.06 x 1,09,933 x (3.43 + 17) x 9.81

= 1,322 kN-m

Total overturning moment,

M* = 2*2*


= ( ) ( ) 22 322188816 ,, +

= 16,940 kN-m.

Example 3/Page 74




= 0.06 x 1.8 x 8.6 / 2

= 0.46 m

Note – Hydrodynamic pressure calculations will be similar to those shown in Example 1, hence are not repeated.


Mass of empty container + one third mass of staging, ms = 2,01,869 kg

Stiffness of staging, Ks = 2.22 x 108 N/m

3.9.1. Time Period


Ti = s

s

Km

π2

= 81022.2869,01,22×

π

= 0.19 sec.

Empty tank will not have convective mode of vibration.



(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Section 4.5)

Where,

Z = 0.24

(IS 1893(Part 1): Table 2; Zone IV)

I = 1.5 ( Table 1)

R = 1.8 ( Table 2)


Site has hard soil,

Damping = 5%



(Ah)i = 528151

2240 .

.

..×× = 0.26

3.9.3. Base Shear

Total base shear,

V = Vi = (Ah)i ms g ( Section 4.6.2)

= 0.25 x 2,01,869 x 9.81

= 495 kN

3.9.4. Base Moment Total base moment,

M* = (Ah)i ms hcg g ( Section 4.7.3)

= 0.25 x 2,01,869 x 19.88 x 9.81

= 9,842 kN-m

For this tank, since total base shear in tank full condition (843 kN) is more than that in tank empty condition, (495 kN) design will be governed by tank full condition.

Similarly, for base moment, tank full condition is more critical than in tank empty condition.

Note: Pressure calculations are not shown for this tank.

Example 3/Page 75


Example 4: Ground Supported Circular Steel Tank

4. Problem Statement: A ground supported cylindrical steel tank with 1,000 m3 capacity has inside diameter of 12 m, height of 10.5 m and wall thickness is 5 mm. Roof of tank consists of stiffened steel plates supported on roof truss. Tank is filled with liquid of specific gravity 1.0. Tank has a base plate of 10 mm thickness supported on hard soil in zone V. Density of steel plates is 78.53 kN/m3. Analyze the tank for seismic loads.

Solution:

Figure 4.1 Sectional elevation of tank

4.1. Weight Calculations Weight of tank wall

= π x (12 + 0.005) x 0.005 x 78.53 x 10.5

= 156 kN

Mass of tank wall, mw

= 156 x 1,000 / 9.81

= 15,902 kg

Weight of base plate

= π x (6.005)2 x 0.01 x 78.53

= 89 kN

Mass of base plate, mb

= 89 x 1,000 /9.81

= 9,072 kg.

Volume of liquid = 1,000 m3.

Weight of liquid = 9,810 kN

Mass of liquid, m = 10,00,000 kg

Assuming that roof of tank is a plate of 5 mm.

Weight of roof = 50 kN

Mass of roof, mt

= 50 x 1,000 / 9.81

= 5,097 kg

4.2. Parameters of Spring Mass Model h = 8.84 m; D = 12 m

For h / D = 8.84 /12 = 0.74,

mi / m = 0.703;

mi = 0.703 x 10,00,000 = 7,03,000 kg

mc / m = 0.309

10500

12000

5 thick

10 thick


GL

8840

Roof

Example 4/Page 76


mc = 0.309 x 10,00,000 = 3,09,000 kg

h i / h = 0.375 ; hi = 0.375 x 8.84 = 3.32 m

hc / h = 0.677 ; hc = 0.677 x 8.84 = 5.98 m

hi*/ h = 0.587 ; hi

* = 0.587 x 8.84 = 5.19 m

hc*/ h = 0.727 ; hc

* = 0.727 x 8.84 = 6.43 m

( Section 4.2.1.2)

Note that about 70% of liquid is excited in impulsive mode while 30% participates in convective mode. Total liquid mass is about 1% less than sum of impulsive and convective masses.

4.3. Time Period


Ti = ( ) ED/t

hCi ρ

Where,

h = Depth of liquid = 8.84 m;

ρ = Mass density of liquid = 1,000 kg/m3;

t = Thickness of wall = 0.005 m;

D = Inside diameter of tank = 12 m;

E = Young’s modulus for steel = 2 x 1011 N/m2

For h / D = 0.74, Ci = 4.23

( Section 4.3.1.1)

= 11102120050

0001848234

××

××

)/.(

,..

= 0.13 sec.


Tc = gDCc

For h / D = 0.74, Cc = 3.29

( Section 4.3.2.2(a))

Tc = 81.9

1229.3 = 3.64 sec.


(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,

Z = 0.36 (IS 1893(Part 1): Table 2; Zone V)

I = 1.5 ( Table 1)

R = 2.5 ( Table 2)

This steel tank has anchored base, hence R is taken as 2.5.


Site has hard soil,


Hence, Sa /g = 2.5 x 1.4 = 3.5


Multiplying factor of 1.4 is used to obtain Sa /g for 2% damping from that for 5% damping.

(IS 1893(Part 1): Table 3)

(Ah)i = 535251

2360 .

.

..×× = 0.38


(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1) R = 2.5 For convective mode, value of R is taken same as that for impulsive mode, as per Section 4.5.1.


Site has hard soil,



(Sa/g)c = 1.75 x 0.275 = 0.48

Multiplying factor of 1.75 is used to obtain Sa /g values for 0.5 % damping from that for 5 % damping.

( Section 4.5.4)

Example 4/Page 77


(Ah)c = 4805251

2360 .

.

..×× = 0.05

4.5. Base Shear Base shear at the bottom of wall in impulsive mode,

Vi = (Ah)i (mi + mw + mt) g

( Section 4.6.1)

= 0.42 x (7,03,000 + 15,902 + 5,097) x 9.81

= 2,699 kN


Vc = (Ah) c mc g ( Section 4.6.1)

= 0.05 x 3,09,000 x 9.81

= 152 kN

Total base shear at the bottom of wall,


= ( ) ( ) 22 1526992 +,

= 2,703 kN.

Total lateral base shear is about 27 % of seismic weight (10,016 kN) of tank.

4.6. Moment at Bottom of Wall Bending moment at the bottom of wall in impulsive mode,

Mi = (Ah)i [ mi hi + mw hw + mt ht ] g

( Section 4.7.1.1)

= 0.38 x [(7,03,000 x 3.32) + (15,902 x 5.25)

+ (5,097 x 10.5025)] x 9.81

= 9,211 kN-m

Similarly, bending moment in convective mode,

Mc = (Ah)c mc hc g

( Section 4.7.1.1)

= 0.05 x 3,09,000 x 5.98 x 9.81

= 906 kN-m

Total bending moment at bottom of wall,

M = 22ci MM + ( Section 4.7.3)

= ( ) ( ) 22 9062119 +,

= 9,255 kN-m.

4.7. Overturning Moment Overturning moment at the bottom of base plate in impulsive mode,

Mi* = (Ah)i [ mi (hi

*+ tb) + mw (hw+ tb) + mt (ht + tb)

+ mb tb / 2] g

( Section 4.7.1.2)

= 0.38 x [(7, 03,000 x (5.19 + 0.01)) + (15,902 x (5.25 + 0.01) + (5,097 x (10.5025 + 0.01)) + (9,072 x 0.01 / 2)] x 9.81

= 14,139 kN-m.


Mc* = (Ah)c mc ( hc

*+ tb) g

( Section 4.7.1.2)

= 0.05 x 3,09,000 x (6.43 + 0.01) x 9.81

= 976 kN-m.

Total overturning moment at the bottom of base plate,

M* = 2*2*


= ( ) ( ) 22 97613914 +,

= 14,173 kN-m.

4.8. Hydrodynamic Pressure

4.8.1. Impulsive Hydrodynamic Pressure

Impulsive hydrodynamic pressure on wall

piw(y) = Qiw(y) (Ah)i ρ g h cos ф

Qiw(y) = 0.866 [1 -(y / h)2 ] tanh(0.866 D / h)

( Section 4.9.1(a))



Qiw(y = 0)

= 0. 866[1-( 0 / 8.84)2] x tanh(0.866 x12 / 8.84)

= 0.72.


piw(y = 0) = 0.72 x 0.38 x 1,000 x 9.81 x 8.84 x 1

= 23.73 kN/m2.

Example 4/Page 78



( ) ( ) ( )hlLxhgAp ihib /866.0cosh//866.0sinh866.0 'ρ= ( Section 4.9.1(a))

= 0.866 x 0.38 x 1,000 x 9.81 x 8.84 x sinh (0.866 x 12 / ( 2 x 8.84)) / cosh ( 0.866 x 12 / 2 x 8.84 )

For stress analysis of tank wall, it is convenient to have linear pressure distribution along wall height. As per Section 4.9.4, equivalent linear distribution for impulsive hydrodynamic pressure distribution will be as follows:

= 15.07 kN/m2

4.8.2. Convective Hydrodynamic Pressure

Convective hydrodynamic pressure on wall,

pcw = Qcw(y) (Ah)c ρ g D [1- 1/3 cos2 ф] cosф

Qcw(y) = 0.5625 cosh(3.674y/D)/ cosh(3.674h /D)

( Section 4.9.2(a))



Qcw(y = 0) = 0.5625 x cosh (0 / 12) / cosh (3.674

x 8.84 /12)

= 0.07.


pcw(y = 0) = 0.07 x 0.05 x 1,000 x 9.81 x 12 x 0.67 x 1

= 0.28 kN/m2

At y = h;

Qcw(y = h) = 0.5625


pcw(y = h)

= 0. 5625 x 0.05 x 1,000 x 9.81 x 12 x 0.67 x 1

= 2.22 kN/m2.



Qcb(x) = 1.125[x/D – 4/3 (x/D) 3] sech (3.674 h/D)

( Section 4.9.2(a))

= 1.125[D/2D – 4/3 (D/2D)3] sech (3.674 x 8.84 /12)

= 0.05


pcb = 0.05 x 0.05 x 1,000 x 9.81 x 12

= 0.30 kN/m2

4.8.3. Equivalent Linear Pressure Distribution

Base shear due to impulsive liquid mass per unit circumferential length,

qi 2/)(D

gmA iih

π= =

212819000037380

/.,,.

×π××

= 139.0 kN/m

Pressure at bottom and top is given by,

( )ii

i hhhq

a 642 −= = )32368484(848

01392 ..

..

×−×

= 27.5 kN/m2

( )hhhq

b ii

i 262 −= = )84823236(848

01392 ..

..

×−×

= 3.98 kN/m2

Equivalent linear impulsive pressure distribution is shown below:

3.98

Similarly, equivalent linear distribution for convective pressure can be obtained as follows:

Base shear due to convective liquid mass per unit circumferential length, qc

2/)(D

gmAq cch

c π= =

212819000093050

/.,,.

×π××

= 8.04 kN/m


( )cc

c hhhq

a 6-42= = )98568484(848048

2 ....

×−×

= - 0.05 kN/m2

23.73Actual

distribution

27.5Linearised distribution

Example 4/Page 79


( )hhhq

b cc

c 2-62= = )84829856(848048

2 ....

×−×

= 1.87 kN/m2

Equivalent linear convective pressure distribution is shown below:

It may be noted that the linearised distribution for convective pressure has a very small negative value at the base. For design purpose this may be taken as zero.

4.9. Pressure Due to Wall Inertia Pressure on wall due to its inertia,

pww = (Ah)i t ρm g (Section 4.9.5)

= 0.38 x 0.005 x 78.53

= 0.15 kN / m2


It may be noted that for this steel tank pressure due to wall inertia is negligible compared to impulsive hydrodynamic pressure.

4.10. Pressure Due to Vertical Excitation Hydrodynamic pressure on tank wall due to vertical ground acceleration,

pv = (Av) [ρ g h ( 1- y / h )]

( Section 4.10.1)

(Av) = 32

⎟⎟⎠

⎞⎜⎜⎝

⎛g

SRIZ a

2


I = 1.5 ( Table 1) R = 2.5 Since time period of vertical mode of vibration is recommended as 0.3 sec in Section 4.10.1, for 2 % damping,

Sa /g = 2.5 x 1.4 = 3.5 Hence,

(Av) = 32

⎟⎟⎠

⎞⎜⎜⎝

⎛g

SRIZ a

2

= ⎟⎠⎞

⎜⎝⎛ ××× 53

5251

2360

32 .

.

..

Actual distribution

Linearised distribution

2.22

0.28

1.87

0.05

= 0.25

At the base of wall, i.e., y = 0,

pv = 0.25 x [1,000 x 9.81 x 8.84 x ( 1 – 0 / 8.84 )]

= 21.7 kN/m2

4.11. Maximum Hydrodynamic Pressure Maximum hydrodynamic pressure,


( Section 4.10.2)


p = ( ) 222 7212801507323 .... +++

= 32.3 kN/m2.

Maximum hydrodynamic pressure is about 37% of hydrostatic pressure (ρ g h = 1,000 x 9.81 x 8.84 = 86.72 kN/m2). Hence, hydrodynamic pressure will marginally influence container design, as permissible stresses are already increased by 33%.



= 0.05 x 2.5 x 12 / 2

= 0.75 m

4.13. Anchorage Requirement

Here, 74012848 ..

Dh

== ;

( ) 63238011 ..A ih

==

As Dh

< ( )ihA1

No anchorage is required. ( Section 4.12)

Example 4/Page 80


Example 5 – Ground Supported Circular Concrete Tank

5. Problem Statement: A ground supported cylindrical RC water tank without roof has capacity of 1,000 m3. Inside diameter of tank is 14 m and height is 7.0 m (including a free board of 0.5 m). Tank wall has uniform thickness of 250 mm and base slab is 400 mm thick. Grade of concrete is M30. Tank is located on soft soil in seismic zone IV. Density of concrete is 25 kN/m3. Analyze the tank for seismic loads.


14000

Wall 250 thick

7000

Base Slab 400 thick 6500

GL

Solution:

5.1.Weight Calculations

Weight of tank wall

= π x (14 + 0.25) x 0.25 x 25 x 7.0

= 1,959 kN


= 1,959 x 1,000 / 9.81

= 1,99,694 kg

Mass of base slab, mb

= π x (7.25)2 x 0.4 x 25 x 1,000 / 9.81

= 1,68,328 kg.

Volume of water = 1,000 m3

Mass of water, m = 10,00,000 kg

Weight of water = 9,810 kN

5.2. Parameters of Spring Mass Model h = 6.5 m; D = 14 m

For h / D = 6.5/14 = 0.46,

mi /m = 0.511;

mi = 0.511 x 10,00,000 = 5,11,000 kg

mc / m = 0.464;

mc = 0.464 x 10,00,000 = 4,64,000 kg

h i / h = 0.375; hi = 0.375 x 6.5 = 2.44 m

hc / h = 0.593; hc = 0.593 x 6.5 = 3.86 m

hi*/ h = 0.853; hi

* = 0.853 x 6.5 = 5.55 m

hc*/ h = 0.82; hc

* = 0.82 x 6.5 = 5.33 m

( Section 4.2.1.2)

Note that about 51% of liquid is excited in impulsive mode while 46% participates in convective mode. Sum of impulsive and convective mass is about 2.5 % less than mass of liquid.


Ti = ( ) EDthCi

/ρ

Where,

Figure 5.1 Sectional elevation

Example 5/Page 81

IITK-GSDMA Guidelines for seismic design of liquid storage tank s

h = Depth of liquid = 6.5 m,

ρ = Mass density of water = 1,000 kg/m3,

t = Thickness of wall = 0.25 m,

D = Inner diameter of tank = 14 m ,

E = Young’s modulus = 5,000 ckf

= 5,000 x 30 = 27,390 N/mm2

= 27,390 x 106 N/m2.

For h / D = 0.46, Ci = 4.38

( Section 4.3.1.1)

Ti = 610390,27)14/25.0(

000,15.638.4

××

××

= . sec04.0


Tc = gDCc

For h / D = 0.46, Cc = 3.38

( Section 4.3.1.1)

Tc = 81.9

1438.3 = 4.04 sec.


(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,


I = 1.5 ( Table 1)

This tank has fixed base hence R is taken as 2.0.

( Table 2)


Site has soft soil,


Since Ti < 0.1 sec as per Section 4.5.2,

(Sa /g)i = 2.5

(Ah)i = 520251

2240 .

.

..×× = 0.225


(Ah)c = c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,




Site has soft soil,



(Sa /g) c = 1.75 x 0.413 = 0.72


( Section 4.5.4)

(Ah)c = 7200251

2240 .

.

..×× = 0.065

5.5. Base Shear Base shear at the bottom of wall in impulsive mode,

Vi = (Ah) i (mi + mw + mt) g

( Section 4.6.1)

= 0.225 x (5,11,000 + 1,99,694 + 0) x 9.81

= 1,569 kN



= 0.065 x 4,64,000 x 9.81

= 296 kN



= ( ) ( ) 22 2965691 +,

Example 5/Page 82

IITK-GSDMA Guidelines for seismic design of liquid storage tank s

Mc* = (Ah)c mc (hc

*+ tb) g = 1,597 kN.

Total lateral base shear is about 14 % of seismic weight (11,769 kN) of tank.

( Section 4.7.1.2)

= 0.065 x 4,64,000 x (5.33 + 0.4) x 9.81

5.6. Moment at Bottom of Wall = 1,695 kN-m.

Total overturning moment at the bottom of base slab,

Bending moment at the bottom of wall in impulsive mode,

Mi = (Ah)i [ mi hi + mw hw + mt ht ] g M* =

2*2*ci MM + ( Section 4.7.3)

( Section 4.7.1.1) = ( ) ( ) 22 69515048 ,, + = 0.225 x [(5,11,000 x 2.44)

= 8,671 kN-m. + (1,99,694 x 3.5) + 0] x 9.81

= 4,295 kN-m 5.8. Sloshing Wave Height Similarly, bending moment in convective mode, Maximum sloshing wave height, Mc = (Ah)c mc hc g dmax = (Ah) c R D / 2 ( Section 4.11)

( Section 4.7.1.1) = 0.065 x 2.0 x 14 / 2 = 0.065 x 4,64,000 x 3.86 x 9.81 = 0.91 m = 1,142 kN-m Sloshing wave height exceeds the freeboard of

0.5 m. Total bending moment at bottom of wall,

M = 22ci MM + ( Section 4.7.3) 5.9. Anchorage Requirement

Here, 46014

56 ..Dh

== ; = ( ) ( ) 22 14212954 ,, +

= 4,444 kN-m. ( ) 44

225011 .

.A ih

== 5.7. Overturning Moment Overturning moment at the bottom of base slab in impulsive mode, As

Dh

< ( )ihA1



+ mb tb / 2] g No anchorage is required.

( Section 4.12) ( Section 4.7.1.2)

=0.225x[(5,11,000x(5.55 + 0.4) + (1,99,694 x (3.5+ 0.4)) + 0 + (1,68,328 x 0.4 / 2)] x 9.81

Hydrodynamic pressure calculations for this tank are not shown. These will be similar to those in Example 4. = 8,504 kN-m.


Example 5/Page 83


Example 6: Ground Supported Rectangular Concrete Tank

6. Problem Statement: A ground supported rectangular RC water tank of 1,000 m3 capacity has plan dimensions of 20 x 10 m and height of 5.3 m (including a free board of 0.3 m). Wall has a uniform thickness of 400 mm. The base slab is 500 mm thick. There is no roof slab on the tank. Tank is located on hard soil in Zone V. Grade of concrete is M30.Analyze the tank for seismic loads.

6.1. Weight Calculations

Weight of tank wall

= 2 x (20.4 + 10.4) x 0.4 x 25 x 5.3

= 3,265 kN


= 3,265 x 1,000 / 9.81

= 3,32,824 kg.

Mass of base slab, mb

= 10.8 x 20.8 x 0.5 x 25 x 1,000 / 9.81

= 2,86,239 kg.

Volume of water = 1,000 m3

Weight of water = 10 x 20 x 5 x 9.81 = 9,810 kN

Mass of water, m = 10,00,000 kg

For rectangular tank, seismic analysis is to be performed for loading in X- and Y- directions.

10000

20000

(b) Plan

X

Y



20000

(a) Elevation

GL

5000

500

5300

Example 6/Page 84


6.2. Analysis along X-Direction This implies that earthquake force is applied in

X-direction. For this case, L = 20 m and B = 10 m.

6.2.1. Parameters of Spring Mass Model

For h / L = 5/20 = 0.25, mi / m = 0.288;

mi = 0.288 x 10,00,000 = 2,88,000 kg

mc / m = 0.695;

mc = 0.695 x 10,00,000 = 6,95,000 kg

h i / h = 0.375 ; hi = 0.375 x 5 = 1.88 m

hc / h = 0.524 ; hc = 0.524 x 5 = 2.62 m

hi* / h = 1.61 ; hi

* = 1.61 x 5 = 8.05 m

hc*/ h = 2.0 ; hc

* = 2.0 x 5 = 10.0 m.

( Section 4.2.1.2)

For this case, h/L = 0.25, i.e. tank is quite squat and hence, substantial amount of mass (about 70%) participates in convective mode; and about 30% liquid mass contributes to impulsive mode. Sum total of convective and impulsive mass is about 1.7% less than total liquid mass.

6.2.2. Time Period


Ti = g

dπ2 ( Section 4.3.1.2)

Where, d = deflection of the tank wall on the

vertical center-line at a height when loaded by a uniformly distributed pressure q,

−h

( Section 4.3.1.2)

w

i

wii

mm

hmhm

h+

+=

−

2

22

wm = mass of one tank wall perpendicular to

direction of loading.

Mass of one wall is obtained by considering its inner dimensions only.

= 5.3 x 0.4 x 10 x 25 x 1,000 / 9.81

= 54,027 kg

Hence,

=−h m09.2

027,542000,88,2

23.5027,5488.1

2000,88,2

=+

×+×

q = hB

gmm

wi ⎟

⎠

⎞⎜⎝

⎛+

2

= 510

819027542000882

×

×⎟⎠⎞

⎜⎝⎛ + .,,,

= 38.9 kN/m2

To find the deflection of wall due to this pressure, it can be considered to be fixed at three edges and free at top.

Deflection of wall can be obtained by performing analysis of wall or by classical analysis using theory of plates. However, here, simple approach given in commentary of Section 4.3.1.2 is followed. As per this approach a strip of unit width of wall is considered as a cantilever and subjected to a concentrated force P = q x h x 1 = 38.9 x 5 x 1 = 194.5 kN. Length of the cantilever

is . Hence, −h

d =( )

wIEhP

3

3

Where,

E = 5,000 ckf = 5,000 x 30

= 27,390 N/mm2

= 27.39 x106 kN/m2

Iw = Moment of inertia of cantilever

= 1.0 x 4333

1033.5124.00.1

12mt −×=×=

Hence,

d = m...

.. 004050103351039273

092519436

3

=××××

×−

Ti = sec13.081.9

00405.02 =π .


Tc = gLCc

Example 6/Page 85


For h / L = 0.25, Cc = 4.36

( Section 4.3.2.2(b))

Tc = 81.9

2036.4 × = 6.22 sec.


Design horizontal seismic coefficient for impulsive mode,

(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Section 4.5.1)

Where,


I = 1.5 ( Table 1)

Since this RC tank is fixed at base, R is taken as 2.0. ( Table 2)


Site has hard soil,




(Ah)i = 520251

2360 .

.

..×× = 0.34


(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2


Where,




Site has hard soil,



(Sa /g)c = 1.75 x 0.16 = 0.28


( Section 4.5.4)

(Ah)c = 2800251

2360 .

.

..×× = 0.038

6.2.4. Base Shear

Base shear at the bottom of wall in impulsive mode,

Vi = (Ah) i (mi + mw +mt)g

( Section 4.6.1)

= 0.34 x (2,88,000 + 3,32,824 + 0) x 9.81

= 2,071 kN.



= 0.038 x 6,95,000 x 9.81

= 259 kN



= ( ) ( ) 22 2590712 +,

= 2,087 kN.

This lateral base shear is about 16 % of total seismic weight (13,075 kN) of tank.

6.2.5. Moment at Bottom of Wall



( Section 4.7.1.1)

= 0.34 x [(2,88,000 x 1.88) +

(3,32,824 x 2.65) + 0] x 9.81

= 4,747 kN-m


Mc = (Ah)c mc hc g

( Section 4.7.1.1)

= 0.038 x 6,95,000 x 2.62 x 9.81

= 679 kN-m

Total bending moment at bottom of wall,

Example 6/Page 86



= ( ) ( ) 22 6797474 +,

= 4,795 kN-m.

6.2.6. Overturning Moment

Overturning moment at the bottom of base slab in impulsive mode,



+ mb tb / 2] g

( Section 4.7.1.2)

= 0.34 x [(2,88,000 x (8.05 + 0.5) +

(3,32,824 x (2.65 + 0.5) + 0

+ (2,86,239 x 0.5 / 2)] x 9.81

= 11,948 kN-m.


Mc* = (Ah)c mc ( hc

*+ tb ) g

( Section 4.7.1.2)

= 0.038 x 6,95,000 x (10 + 0.5) x 9.81

= 2,721 kN-m.


M* = 2*2*


= ( ) ( ) 22 721294811 ,, +

= 12,254 kN-m.

6.2.7. Hydrodynamic Pressure

6.2.7.1. Impulsive Hydrodynamic Pressure

Impulsive hydrodynamic pressure on wall is

piw = Qiw(y) (Ah)i ρ g h

Qiw(y) = 0.866[1-(y / h)2] x tanh (0.866 L / h )

( Section 4.9.1.(b)) At base of wall, y = 0;

Qiw(y = 0 ) = 0.866 [1-(0/5)2] x tanh(0.866 x 20/5)

= 0.86.


piw( y = 0 ) = 0.86 x 0.34 x 1,000 x 9.81 x 5

= 14.3 kN/m2.


pib = Qib(x) (Ah)i ρ g h

Qib(x) = ( ) ( hLLx /866.0cosh//866.0sinh ) ( Section 4.9.1(a))

= sinh (0.866 x 20 /10) /cosh (0.866 x 20/5)

= 0.171

Impulsive pressure on top of base slab (y = 0)

pib = 0.171 x 0.34 x 1,000 x 9.81 x 5 = 2.9 kN/m2

6.2.7.2. Convective Hydrodynamic Pressure

Convective hydrodynamic pressure on wall is

pcw = Qcw(y) (Ah)c ρ g L

Qcw(y) = ⎟⎠⎞

⎜⎝⎛

⎟⎠⎞

⎜⎝⎛

LhLy

162.3cosh

162.3cosh4165.0


Qcw( y = 0 ) ⎟⎠⎞

⎜⎝⎛ ×

⎟⎠⎞

⎜⎝⎛ ×

×=

205162.3cosh

200162.3cosh

4165.0

= 0.31.


pcw( y = 0 ) = 0.31 x 0.038 x 1,000 x 9.81 x 20

= 2.31 kN/m2

At y = h;

Qcw( y = h ) = 0.4165


pcw (y = h ) = 0.4165 x 0.038 x 1,000 x 9.81 x 20

= 3.11 kN/ m2



Qcb(x) = 1.25[x/L – 4/3 (x/L) 3] sech (3.162 h/L)

( Section 4.9.2(a))

Example 6/Page 87


= 1.25[L/2L – 4/3 (L/2L)3] sech (3.162 x 5 /20)

= 0.313


pcb = 0.313 x 0.038 x 1,000 x 9.81 x 20

= 2.33 kN/m2

6.2.8. Pressure Due to Wall Inertia

Pressure on wall due to its inertia,

pww = (Ah)i t ρm g ( Section 4.9.5)

= 0.34 x 0.4 x 25

= 3.4 kN/m2.


6.2.9. Pressure Due to Vertical Excitation

Hydrodynamic pressure on tank wall due to vertical ground acceleration,

pv = (Av) [ρ g h (1- y / h )]

( Section 4.10.1)

(Av) = 32

⎟⎟⎠

⎞⎜⎜⎝

⎛g

SRIZ a

2


I = 1.5 ( Table 1) R = 2.0 Time period of vertical mode of vibration is recommended as 0.3 sec in Section 4.10, for 5% damping, Sa /g = 2.5. Hence,

(Av) = ⎟⎠⎞

⎜⎝⎛ ××× 52

0251

2360

32 .

.

..

= 0.225. At the base of wall, i.e., y = 0,

pv = 0.225 x [1,000 x 9.81 x 5 x ( 1 – 0 / 5 )]

= 11.04 kN/m2

6.2.10. Maximum Hydrodynamic Pressure



( Section 4.10.2)


p = ( ) 222 041131243314 .... +++

= 21.0 kN/m2.

This hydrodynamic pressure is about 43% of hydrostatic pressure (ρ g h = 1,000 x 9.81 x 5 = 49 kN/m2). In this case, hydrodynamic pressure will substantially influence the design of container.

6.2.11. Equivalent Linear Pressure Distribution

For stress analysis of tank wall, it is convenient to have linear pressure distribution along wall height. As per Section 4.9.4, equivalent linear distribution for impulsive hydrodynamic pressure distribution can be obtained as follows:

Base shear per unit circumferential length due to impulsive liquid mass,

qi BgmA iih

2)(

= = 102

819000882340×

×× .,,.

= 48.03 kN/m

Value of linearised pressure at bottom and top is given by,

( )ii

i hhhq

a 642 −= = ).(. 8816545

03482 ×−×

= 16.8 kN/m2

( )hhhq

b ii

i 262 −= = ).(. 5288165

03482 ×−×

= 2.5 kN/m2

Equivalent linear impulsive pressure distribution is shown below:

14.3 16.8

2.5

Actual distribution


Similarly, equivalent linear distribution for convective pressure can be obtained as follows:

Base shear due to convective liquid mass per unit circumferential length, qc,

Example 6/Page 88


BgmA

q cchc 2

)(= =

1028190009560380

××× .,,.

= 12.95 kN/m


( )cc

c hhhq

a 6-42= = ).(. 6226545

95122 ×−×

= 2.22 kN/m2

( )hhhq

b cc

c 2-62= = ).(. 5262265

95122 ×−×

= 2.96 kN/m2

Equivalent linear convective pressure distribution is shown below:

6.2.12. Sloshing Wave Height

Maximum sloshing wave height,

dmax = (Ah) c R L / 2 ( Section 4.11)

= 0.038 x 2.0 x 20 / 2

= 0.76 m

Sloshing wave height is more than free board of 0.5 m.

6.2.13. Anchorage Requirement

Here, 250205 .

Lh

== ; ( ) 94234011 ..A ih

==

As Lh < ( )ihA

1

No Anchorage is required.

( Section 4.12)

6.3. Analysis along Y-Direction

This implies that earthquake force is applied in

Y-direction. For this case, L = 10 m and B = 20 m.

6.3.1. Parameters of Spring Mass Model

h/L = 5/10 = 0.50. It may be noted that for analysis in Y-direction, tank becomes comparatively less squat. For, h/L = 0.5, mi / m = 0.542;

mi = 0.542 x 10,00,000 = 5,42,000 kg

mc / m = 0.485;

mc = 0.485 x 10,00,000 = 4,85,000 kg

h i / h = 0.375 ; hi = 0.375 x 5 = 1.88 m

hc / h = 0.583 ; hc = 0.583 x 5 = 2.92 m

hi* / h = 0.797 ; hi

*= 0.797 x 5 = 4.0 m

hc*/ h = 0.86 ; hc

* = 0.86 x 5 = 4.3 m

( Section 4.2.1.2)

For analysis in Y-direction, liquid mass participating in convective mode is only 49% as against 70% for analysis in X-direction. This is due to change in h/L value.

6.3.2. Time Period


Ti = g

dπ2 ( Section 4.3.1.2)

Where, d = deflection of the tank wall on the

vertical center-line at a height when loaded by a uniformly distributed pressure q,

−h

w

i

wii

mm

hmhm

h+

+=

−

2

22

wm = mass of one tank wall perpendicular to

direction of loading.

= 5.3 x 0.4 x 20 x 25 x 1,000 / 9.81

= 1, 08,053 kg

05308200042

235053081881

2000425

,,,,

.,,.,,

h×+×

=−

15+

= 2.1 m.

Actual distribution


3.11

2.31

2.96

2.22

Example 6/Page 89


q = hB

gmm

wi ⎟

⎠

⎞⎜⎝

⎛+

2

= 520

8190530812000425

×

×⎟⎠⎞

⎜⎝⎛ + .,,,,

= 37.2 kN/m2

Hence, P = 37.2 x 1 x 5 = 186 kN.

As explained in Section 6.2.2 of this example,

d =( )

wIEhP

3

3

Where,

E = 27.39 x 106 kN/m2,

Iw = 1.0 x 4333

m1033.5124.00.1

12t −×=×=

d = m...

. 003930103351039273

1218636

3

=××××

×−

Hence, Ti = sec13.081.9

00393.02 =π


Tc = gLCc

For h / L = 0.50, Cc = 3.69

( Section 4.3.2.1)

Tc = 81.9

1069.3 × = 3.73 sec


Design horizontal seismic coefficient for impulsive mode,

(Ah)i =i

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Section 4.5 and 4.5.1)

Where,


I = 1.5 ( Table 1)

Since this RC tank is fixed at base, R is taken as 2.0. ( Table 2)


Site has hard soil,


Hence, (Sa /g) i = 2.5


(Ah)i = 520251

2360 .

.

..×× = 0.34


(Ah)c =c

a

gS

RIZ

⎟⎟⎠

⎞⎜⎜⎝

⎛2

( Section 4.5.1)

Where,




Site has hard soil,



(Sa /g)c = 1.75 x 0.27 = 0.47


( Section 4.5.4)

(Ah)c = 4700251

2360 .

.

..×× = 0.06

6.3.4. Base Shear

Base shear at the bottom of wall in impulsive mode,

Vi = (Ah)i (mi + mw + mt)g

( Section 4.6.1)

= 0.34 x (5,42,000 + 3,32,824 + 0) x 9.81

= 2,918 kN



= 0.06 x 4,85,000 x 9.81

Example 6/Page 90


= 300 kN



= ( ) ( ) 22 3009182 +,

= 2,933 kN.

It may be noted that total lateral base shear is about 22 % of total seismic weight (13,075 kN) of tank.

6.3.5. Moment at Bottom of Wall



( Section 4.7.1.1)

= 0.34 x [(5,42,000 x 1.88)

+ (3,32,824 x 2.65) + 0] x 9.81

= 6,340 kN-m


Mc = (Ah)c mc hc g

( Section 4.7.1.1)

Mc = (Ah)c mc hc g

= 0.06 x 4,85,000 x 2.92 x 9.81

= 875 kN-m

Total bending moment at the bottom of wall,


= ( ) 22 )875(3406 +,

= 6,400 kN-m.

6.3.6. Overturning Moment

Overturning moment at the bottom of base slab in impulsive mode,



+ mb tb / 2] g

( Section 4.7.1.2)

= 0.34 x [ (5,42,000 x (4.0 + 0.5)) +

(3,32,824 x (2.65 + 0.5)) + 0

+ (2,86,239 x 0.5 / 2) ] x 9.81

= 11,870 kN-m.


Mc* = (Ah)c mc (hc

* + tb ) g

( Section 4.7.1.2)

= 0.06 x 4,85,000 x (4.3 + 0.5) x 9.81

= 1,439 kN-m.


M* = 2*2*


= ( ) ( ) 22 439187011 ,, +

= 11,957 kN-m.

6.3.7. Hydrodynamic Pressure

6.3.7.1. Impulsive Hydrodynamic Pressure

Impulsive hydrodynamic pressure on wall is

piw = Qiw(y) (Ah)i ρ g h

Qiw(y) = 0.866[1-(y / h)2] x tanh (0.866 L / h )

( Section 4.9.1.(b)) At base of wall, y = 0; Qiw( y = 0) = 0.866[1-(0 /5) 2]x tanh(0.866 x10 /5)

= 0.81


piw( y = 0 ) = 0.81 x 0.34 x 1,000 x 9.81 x 5

= 13.5 kN/m2.


pib = Qib(x) (Ah)i ρ g h

Qib(x) = ( ) ( hLLx /866.0cosh//866.0sinh ) ( Section 4.9.1(a))

= sinh (0.866 x 10 /10) /cosh (0.866 x 10/5)

= 0.336

Impulsive pressure on top of base slab (y = 0)

pib = 0.336 x 0.34 x 1,000 x 9.81 x 5 = 5.6 kN/m2

6.3.7.2. Convective Hydrodynamic Pressure

Convective hydrodynamic pressure on wall is

pcw = Qcw(y) (Ah)c ρ g L

Example 6/Page 91


Qcw(y) = ⎟⎠⎞

⎜⎝⎛

⎟⎠⎞

⎜⎝⎛

LhLy

162.3cosh

162.3cosh4165.0


Qcw( y = 0 ) = ⎟⎠⎞

⎜⎝⎛

⎟⎠⎞

⎜⎝⎛

LhLy

162.3cosh

162.3cosh4165.0

= ⎟⎠⎞

⎜⎝⎛ ×

⎟⎠⎞

⎜⎝⎛ ×

×

105162.3cosh

100162.3cosh

4165.0

= 0.16


pcw ( y = 0 ) = 0.16 x 0.06 x 1,000 x 9.81 x 10

= 1.0 kN/m2

At y = h;

Qcw(y = h) = 0.4165

Convective pressure at the y = h;

pcw( y = h ) = 0.4165 x 0.06 x 1,000 x 9.81 x 10

= 2.57 kN/m2.



Qcb(x) = 1.25[x/L – 4/3 (x/L) 3] sech (3.162 h/L)

( Section 4.9.2(a))

= 1.25[L/2L – 4/3 (L/2L)3] sech (3.162 x 5 /10)

= 0.165


pcb = 0.165 x 0.06 x 1,000 x 9.81 x 10

= 1.02 kN/m2

6.3.8. Pressure Due to Wall Inertia

Pressure on wall due to its inertia,

pww = (Ah)i t ρm g ( Section 4.9.3)

= 0.34 x 0.4 x 25

= 3.4 kN/m2.


6.3.9. Pressure Due to Vertical Excitation

Hydrodynamic pressure on tank wall due to vertical ground acceleration,

pv = (Av) [ρ g h (1- y / h )]

( Section 4.10.1)

(Av) = 32

⎟⎟⎠

⎞⎜⎜⎝

⎛g

SRIZ a

2


I = 1.5 ( Table 1) R = 2.0 Time period of vertical mode of vibration is recommended as 0.3 sec in Section 4.10.1, for 5% damping, Sa /g = 2.5, Hence,

(Av) = ⎟⎠⎞

⎜⎝⎛ ××× 52

0251

2360

32 .

.

..

= 0.225. At the base of wall, i.e., y = 0,

pv = 0.225 x [ 1 x 9.81 x 5 x (1 – 0/5)]

= 11.04 kN/m2

6.3.10. Maximum Hydrodynamic Pressure



( Section 4.10.2)


p = ( ) 222 04110143513 .... +++

= 20.22 kN/m2.

This maximum hydrodynamic pressure is about 41 % of hydrostatic pressure (49 kN/m2). This being more than 33%, design of tank will be influenced by hydrodynamic pressure.

6.3.11. Sloshing Wave Height

Maximum sloshing wave height,

dmax = (Ah)c R L / 2 ( Section 4.11)

= 0.06 x 2.0 x 10 / 2

= 0. 63 m

Example 6/Page 92


6.3.12. Anchorage Requirement As

Lh < ( )ihA

1

Here, 50105 .

Lh

== ; No anchorage is required.

( ) 94234011 ..A ih

== ( Section 4.12)

Example 6/Page 93

Example 5/Page 1

NATIONAL INFORMATION CENTER OF EARTHQUAKE ENGINEERING

MISSION

The National Information Center of Earthquake Engineering (NICEE) at Indian Institute of Technology Kanpur maintains and disseminates information resources on Earthquake Engineering. It undertakes community outreach activities aimed at mitigation of earthquake disasters. NICEE’s target audience includes professionals, academics and all others with an interest in and concern for seismic safety.

SPONSORS

NICEE receives no budget from any sources and operates entirely on the interest income of its endowment, sponsorships, publication sales, and the donations. One-time grants from the following organizations made it possible to launch the operations of NICEE:

Housing and Urban Development Corporation, New Delhi Department of Telecom, New Delhi Railway Board, New Delhi Ministry of Agriculture, Government of India, New Delhi Department of Atomic Energy, Mumbai

List of donors to NICEE may be viewed at www.nicee.org/Giving.php

All donations to NICEE from within India and USA are 100% tax deductible.

For more information, please contact:

Prof. Sudhir K. Jain Coordinator, NICEE Indian Institute of Technology Kanpur Kanpur 208016 (INDIA) Phone: 91-512-259 7866; Fax: 91-512-259 7794 Email: [email protected]; Web: www.nicee.org

To receive free monthly electronic newsletter, please register at:

www.nicee.org

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NICEE Publications and Products

Publications

Earthquake Engineering Practice (A Quarterly Periodical) IITK-BMTPC Earthquake Tips by C. V. R. Murty Design of Foundations in Seismic Areas: Principles and Applications by Subhamoy Bhattacharya (Editor) Seismic Conceptual Design of Buildings - Basic principles for engineers, architects, building owners, and authorities

by H. Bachmann AT RISK: The Seismic Performance of Reinforced Concrete Frame Buildings with Masonry Infill Walls

by C. V. R. Murty et al. Earthquake Dynamics of Structures, A Primer by A. K. Chopra Earthquake Design Criteria by G. W. Housner and P. C. Jennings Guidelines for Earthquake Resistant Non-Engineered Construction (English) by IAEE Guidelines for Earthquake Resistant Non-Engineered Construction (Hindi) by IAEE Keeping Schools Safe in Earthquakes by OECD Fundamentals of Seismic Protection for Bridges by M. Yashinsky and M. J. Karshenas Seismic Hazard and Risk Analysis by R. K. McGuire Reconnaissance Report of Sikkim Earthquake of 14 February 2006 by H. B. Kaushik et al. Earthquake Rebuilding in Gujarat, India by C.V.R. Murty et al. The Great Sumatra Earthquake and Andaman Ocean Tsunami of December 26 2004 by S. K. Jain et al. Annotated Images from the Bhuj, India Earthquake of January 26, 2001 (CD) by EERI Bhuj, India Republic Day January 26, 2001 Earthquake Reconnaissance Report (CD) by S. K. Jain et al. (editors) Audio-Video Lectures on CD Concept of Earthquake Resistant Design by S. K. Jain Seismic Retrofit Techniques for Masonry Buildings - An Overview by S. N. Brzev Buildings on Rollers - Use of Passive Control Devices for Seismic Protection of Structures by S. N. Brzev Seismic Design & Retrofit of Nonstructural Building Components by S. N. Brzev Building Performance in Boumerdes (Algeria) Earthquake of 21 May 2003 by S. N. Brzev The History of Earthquake Engineering from an International Perspective by R. Reitherman Structure & Architecture, Architecture & Earthquakes by A. W. Charleson Seismic Hazard and Its Quantification by Late B. A. Bolt Earthquake Resistant Design of Steel Buildings in the US by J. E. Rodgers Powerpoint Slides on CD E-course: Indian Seismic Code IS:1893-2002(part-I) by S. K. Jain E-course: Seismic Design of Liquid Storage Tanks by S. K. Jain and O. R. Jaiswal CD and Hard Copy Architectural Teaching Resource Material on Earthquake Design Concepts for Teachers of Architecture Colleges

by C. V. R. Murty and A. W. Charleson Manual for Experimental Studies in Earthquake Engineering Education by C. S. Manohar and S. Venkatesha IITK-GSDMA Guidelines Guidelines for Seismic Design of Liquid Storage Tanks Guidelines for Structural Use of Reinforced Masonry Guidelines for Seismic Evaluation and Strengthening of Existing Buildings Guidelines for Seismic Design of Dams and Embankments Guidelines for Seismic Design of Buried Pipelines Guidelines on Measures to Mitigate Effects of Terrorist Attacks on Buildings

ISBN 81-904190-4-8 A NICEE Publication

IITK-GSDMA GUIDELINES for SEISMIC DESIGN of LIQUID STORAGE TANKS

Provisions with Commentary and Explanatory Examples October 2007

Guidelines for Seismic Design of Liquid Storage Tanks

Documents

indian codes

kanpur india

iit kanpur

state of gujarat

codes of practice

international codes

revision of codes

gandhinagar secretary